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BLD-2010-0205 - PLUMBING AND ELECTRIC WATER
1015403-1 0026 06/03/2010 001 5 Permit Fees 008499 $1,150.56 f, 1T�Y O :.r City of AnacortesG Permit#: BLD-2010-0205 904'f 6th Street Issue date: 06/03/2010 P.O.Box 547 # Expire date: 11/30/2011 z� 07 Anacortes, WA 98221-0547 e g (360) 293-1901 r M.Y Job Address: 1014 4TH ST Permit Type: Commercial Building Permit ANACORTES WA 98221-1511 Project: APN: P55045 Remarks: Owner: MARK EDSON Contractor: Address: 13142 PERSONS RD Address: BOW WA 98232-7222 Phone: (360) 707-5584 Phone: License#: General Information: Fees: Building Valuation 75000 Plan Review Deposit 214.91 #of Water Closets 2 Building Permit Fee 661.25 #of Water heaters 1 Plan Review Fee 214.90 #of Plumbing Fixtures 2 Plumbing Permit Fee 55.00 State Building Code Fee 4.50 Total Calculated: 1,150.56 Deposits/Receipts: 0.00 Total Due: 1,150.56 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PEPAiTPOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW R TING ONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SI TURE OF OWNER OR AU IZED A ISSUED BY R 1520 Parker Way- Suite`G' WEST COAST ENGINEERS, Inc. Mount Vernon, WA 98273 Structural and Civil Engineering Phone: (360) 424-3404 Fax: (360) 424-2063 Gravity And Lateral Analysis, for 1014 4t" Restroom Located at: 1014 41h St., Anacortes, WA For: Brooks Middleton, Architect WCE Job Number: 030-10 May 21, 2010 ♦_, t,.OY I11�- yf f ri � � �t ► ♦ ^_r 27104 ` r,ir..rf EXPIRES 9/19/2011 INDEX: Design Sketches. Pages SK1 - SK4 Standard Specifications. Pages B - F Calculations. Pages L1 - L21 Total Number of pages excluding cover sheet: 30. Notes, Disclaimers: • West Coast Engineers (WCE)takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). • The calculations shown herein, if any, do not necessarily include all possible calculations that could be performed for this project. For example: certain items may be designed by inspection; only the worst case loading scenarios may be included; etc. t N y N � •�•`p�.,1 U w C Q W 0 0 N � Oi N 0 M 'aC fN O Q a C <T' O) C.ai i U >, l0 (C y Oo O NE 61 U 0 i•• as C ---------- g - ------- ----- ........... 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O) O 1[) a) U a ¢ O O -0 O y �_ i� - O c N E _1 j O w N 3 ? c U) cv €x € g o 02 o E ¢ o 0 3 --------------- -- a o 0 rn N L 3 �' 2 U_ N Q. N -O° O C N a (� 'n o f U c 6 O cn 0 0 I V� to � ' ENS' — — E �a ;-i °i = u°i � ? ci � o � � ...........�............;............:.. :� oLa ............. L L O N O OL O `� C O L N I i a p N N to N C CD ' 0��°' aNta6 '= O0- OO� NO� L 0 to " O O U a 0- p I ------ ----------) O C co O OU E E E N - ----- - -----a-Vv' --(-�---- ------- - -------- -- --w------ co nN 0 , -JII 00 c o c 3 o c a) 0 > o > � 38 0 2p p Z v� a` o > 0 c Ea N Cl) N O L O r N M IT tuF O O O t6Q r N M O ;? O N N a+ C C 5 -.1 J -.1LL 0 0 0 0 WN eC r ° O O O E V O o "� r w r0.1 o O O -... �O ? LL LL LL U UL Ll LL m cc Lu 0 N Roof(Horizontal) Diaphragm Types (Assuming Douglas Fir Framing) Continuous Footings Min distance Nail size.Min. Footing Footing to Nailing Allowable West Coast z 9 9 p Additional Min. Embed.Is 1- Diaphragm Footing Size ' below exist'g bottom rebar rebar(2" West Coast Egr. Panel Edges Distance,at Field Nailing shear(per Egr.Footing Footnotes thickness and 3/8"For 8d, Edge Nailing (width x height)in. grade to bottom of 3"cover cover Horiz. Type of Blocked or And Other Panel Distance, 2006 IBC Info. ( ) ) Distance, Edges, -• footing Diaphragm Type Sheathing' Unblocked 1-U2"For Maximum g s Maximum Table 2 #4 cont. g Maximum 2306.3.1) CF1 12"x 18" 18in• ( ) 10d. ................................. ...........................................1.............................................[...................................1.................................4. :. . ...........................a...................................:................................. .. . n - ..a... .:... ...:........ Unblocked, i i Wind-335 plf. RD3 15/32'Ply 8d 6"OC i 6"OC 12"OC Seis-240 plf. ..................................... ....................................... CF2 12"x 8" (2) ... Case 1 ' /a cont i ............................:..................................,.....................................................................;.................................;...................................;.................................. Footnote 1 Footings are to be centered under the centerline of the stem wall. Footnote 1 Ply=CDX, C-C, or C-D plywood. OSB of similar thickness and span rating may be substituted for plywood. Concrete strength=2,500 psi. Rebar Grade=40. Assumed basic bearing capacity of This represents maximum nail spacing at diaphragm boundaries of all cases, at continuous panel edges Footnote 2 soils=3,000 psf Footnote 2 parallel to load of Case 3 and Case 4, and at all panel edges of Case 5 and Case 6. WEST COAST ENGINEERS, Inc. Footnote a continuous footing is monopoured with slab, see Det.A and B. Provide dowels for each 1520 Parker Way#G,Mount Vernon,WA 98273 CMU wall vertical rebar that is embeded minimum 24", bend as necessary. phone: (360)424-3404,Fax: (360)424-2063 h 10B USo—tQ `V --,T! —o WEST COAST ENGINEERS, Inc, SHEET No. `2 0E STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY k" DATE 2 A � 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB: WWW.WCOASTENG.COM SCALE I uK I W4 corm -'rTL c,M v uJ t.L 2 L4',' k t� -ry '�z Gov csL PIT- r i -Fr—F-- LAQI (�> Cam;,.�E r < < M< �/ 2p�k c- JOB 0-2 orv, WEST COAST ENGINEERS, Inc. SHEET NO. '::�fy--'7-- of STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY DATE 6-v L-'? A � 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 CHECKED BY DATE PHONE: (360) 424-3404 FAX: (360) 424-2063 y WEB: WWW.WCOASTENG.COM � Zs(CALE "A�N v F 07 I C�,�._►,,--. C�u CQ oC. Tb i 1 JOB WEST COAST ENGINEERS, Inc. SHEET NO. �'L+ OF STRUCTURAL AND CIVIL ENGINEERING CALCULATED BY DATE 1520 PARKER WAY, SUITE #G, MT. VERNON, WA 98273 PHONE: (360) 424-3404 FAX: (360) 424-2063 CHECKED BY DATE WEB WWW„W ASTENG.COM ` SCALE t'TLu/717 157`1 l `t tc 2ALo M� "tom I - 41VT 4. 1I1G � I �-_ 7 7,7 i i C'm cool- I ors 'F' e ._.,t :,r STANDARD STRUCTURAL SPECIFICATIONS: 1) LOADS. a) Following are the loads used for the subject design / analysis: i) Roof live load: 16 psf vi) 8" CMU wall dead load: 92 psf ii) Roof dead load: 15 psf vii) Exterior wall dead load: 12 psf iii) Snow load: 25 psf(ground) viii) Seismic Base Shear, V = 0.153 x W. iv) Snow load: 20 psf(balanced) ix) Wind: 85 mph 3-second gust wind speed, Exposure `D', v) Snow load: 25 psf(unbalanced) 2) APPLICABILITY OF THESE SPECIFICATIONS: a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of West Coast Engineers. (WCE). Use of these specifications for work outside of WCE's scope shall be at the sole risk of the Contractor. 3) LIMITED SCOPE OF WCE'S WORK: a) The scope of work of West Coast Engineers (WCE) is limited to Lateral and Gravity Analysis (structural concerns only). WCE leaves issues such as thermal / moisture detailing, ingress / egress, insulation, and fire / life / safety concerns to other design professionals. WCE takes no responsibility or liability for items not specifically addressed in the calcs, sketches, or call-outs. b) All structural and other matters not shown or addressed in the following calculations and sketches do not form part of the scope of work of WCE. c) Structural analysis, design and specifications apply for one structure at the location shown in this report only. WCE cannot be held liable for unauthorized reuse of this work at a different location(s). 4) OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of WCE. WCE will furnish copies of this information to others only with the express permission of the Client. b) These calculations, sketches, notes, and specifications are valid only for the project indicated herein. These documents are not valid, and shall not be used for any other project. 5) COMPLETION OF WCE'S CURRENT SCOPE OF WORK: a) Submittal of this report to the Client completes the present scope of work and budget of WCE for this project. All other consultation, design, calculations, sketches, inspection, etc, after submittal of this report shall be billed on a time and materials basis at WCE's current fee schedule. 6) CONSTRUCTION DRAWINGS (PLANS FOR PERMIT& CONSTRUCTION): a) WCE recommends that the Designer / Architect submit construction drawings to WCE for review and approval prior to construction of the project. Such review and approval of full-sized plans is beyond WCE's current scope of work. 7) BASIS OF DESIGN —APPLICABLE CODES: a) This design is based on the IBC, 2006. All construction shall adhere to the minimum requirements of the 2006 International Building Code, unless shown otherwise in this report. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. 8) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 9) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein, unless specifically shown. Contractor or owner should check all temporary-supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. 10) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and `fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 11) FOOTINGS, FOUNDATIONS, SLABS ON GRADE: a) Geotechnical Report. Soils analysis and geotechnical report for site was provided by Geotechnical Engineering Services. b) Foundations Footings on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 18". Replace all over-excavated areas with granular material compacted in 8" maximum lifts to 95% Relative Compaction (RC). All footings are proportioned and designed for 3,000 psf allowable soil bearing pressure (per soil report). c) Foundations Footings on Bedrock. Footings sized for bearing on rock assume that the rock is unweathered, unfractured competent bedrock capable of 4,000 psf bearing pressure, minimum. If rock is slightly weathered and / or visibly mildly cracked, the bottom area of all footings shall be increased by 50%. If there is no rock, or heavily fractured /cracked rock in the location of a footing sized for bearing on rock, that footing(s) shall be resized by the Engineer. d) Slabs on Grade. Subgrade below slabs shall be per soils report. e) Footing Drains. Footing drains, with washed drain rock extending to within one foot of top of finished grade, shall be provided at the base of all footings and retaining walls, which will have, earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. 12) STANDARD CONCRETE: a) Strength Mix, Placing. All concrete, unless otherwise specified in the Plans or Calculations, shall attain a 28 day strength of fc= 2,500 psi for footings and foundations not exposed to weather, and f'c = 3,000 psi for any concrete exposed to weather, and shall contain not less than 5-1/2 sacks of cement per cubic yard. Maximum water/cement ratio shall be 0.45, and maximum slump= 4". Max. aggregate size = 7/8". Mixing and placing of all concrete and selection of material to be in accordance with IBC and ACI 318 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. b) Waterproof Concrete. For concrete applications that are required to be waterproof, the Contractor shall use KIM admixture by Kryton International Inc. (contact Marlen Hansen (360) 650-9038). Note that air entraining must be a maximum of 5% after this admixture. Contractor shall follow manufacturer's recommendations in use of KIM. c) Concrete Admixtures. All admixtures are entirely at the discretion of the contractor and / or concrete batch plant and must not affect the minimum requirements herein. D 13) CONCRETE REINFORCING: a) Strength Splicing Bending. Reinforcing bars (rebar) shall be per drawings and sketches attached, and shall be grade 40 (Fy = 40 ksi), unless noted otherwise. All reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum 6 bar diameter radius for sizes up to and including No. 8, and 8 bar diameter radius for bars larger than No.8. b) Ties. For reinforced concrete beams, walls, columns, pilasters, and any other element wherein the main reinforcement bars are enveloped with tie bars (a.k.a. stirrups), the ties shall be bent with the least radius of bend so as to envelop the main rebars without the tie bars cracking or breaking. The tie bar ends shall overlap the main bars at least one bar diameter. The diameter of bend shall not be smaller than the diameter of the main bars in contact. c) Slabs. Reinforcement for slabs which will not be subjected to vehicular traffic shall be WWF, 6"x6"x10ga. or#3 at 24" O.C. each way, centered in a 4" slab. As an alternate to this reinforcing, j Forta FERRO structural fiber mesh (or equivalent) may be used per the manufacturer's specific instructions and requirements below. Contact Forta at (800) 245-0306 or Marten Hansen at (360) 650-9038. Note that the maximum slump of concrete having fiber mesh is 3". The contractor must install construction joints or saw-cuts per specs above or per Forta requirements within 12 hours of concrete placement (sooner if possible). d) Welded Wire Fabric. Welded wire fabric (WWF) shall be ASTM A-185. Splice by lapping one mesh +2" all sides. e) Hooks. For 180 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 bar diameters extending beyond the bend. f) Cover. Provide the following minimum cover: i) Footings and other unformed surfaces, distance from the bar to earth face...3" ii) Formed surfaces indirect contact with earth ......2" iii) Surfaces exposed to weather........................1-1/2" iv) Surfaces exposed to salt water...........................3" g) Rebar Splice Lap & Development Length. Splice, lap, and development lengths shall be per the following table (Table 1) unless noted otherwise. Development Length Table From ACI 318-05 Section 12.2 fc= 2,500 psi IMinimum Concrete Strength Bar Diameters 2d (min.) Spacing And Examples Minimum d (min.) Clear Cover Steel Uncoated Epoxy Coated Uncoated Epoxy Coated Strength Reinf. Bar Reinf. Bar #4 #5 #6 94 #5 #6 GR40 40,000 psi 32 d 38 d 16 in 20 in 24 in 19 in 24 in 29 in GR60 60,000 psi 48 d 58 d 24 in 30 in 36 in 29 in 36 in 43 in Notes: d = rebar diameter. If bars#7 and larger increase length by 1.25. See code for negative impact of lightweight concrete and benefit due to cover> 12" Table l — Rebar Development Lengths e Co - ;ta fit`_ E '� i - I 14) MASONRY: a) Strength, Bond, Mortar, Grout. Concrete masonry units (CMU) shall be placed in running bond k unless otherwise shown. Minimum compressive strength of individual units shall be 1,900 psi., and the strength of masonry, fm shall be not less than 1,500 psi. Mortar shall be type M or type S. Grout shall have a min. compressive strength of 2,000 psi. in 28 days. Maximum height of grout E pour shall be four feet unless clean outs are provided, and special permission by the engineer has I been obtained. i b) Special Inspection. The minimum special inspection according to section 1704.5.2 Engineered I masonry in nonessential facilities is required according to table 1704.5.1. Level 1 Special Inspection. c) Expansion Joints. Not applicable 15) MASONRY REINFORCING: a) General. Rebar shall be placed in the center of all cells, unless otherwise shown in the Plans, and shall be secured against displacement prior to grouting by suitable device. Only cells containing rebar need be grouted, however, all cells may be grouted at the contractor's option, and with permission of the Engineer. All reinforcing shall be detailed, bolstered and supported in accordance with the Masonry Standards Joint Committee Code latest edition. b) Minimum Reinforcement. Reinforcing shall be as shown in the Plans, however in no case shall minimum reinforcing shall be less than the following: i) For 8-inch block (special reinforced masonry —TMS 402-08/ACI 530-08/ASCE 5-08)), use#4 at 32 inches on center, horizontal, and #4 at 32 inches on center, vertical. ii) Provide jamb, sill, mullion, corner, and lintel steel as shown in the Plans, however never less than one #4 extending 24 inches beyond all sides of all openings. Where not shown in the Plans, provide minimum rebar in accordance with the IBC. c) Strength of Reinforcement. Reinforcing bars (rebar) shall be grade 60 (Fy = 60 ksi) unless noted otherwise. d) Splices, Development Length. Development lengths for rebars shall be 80 bar diameters, or as shown in the Plans. Lap all splice bars 40 bar diameters, or as specified in the Plans. Tension bars shall extend a minimum of 12 inches beyond the tension zone. e) Bending. Bars shall be bent with minimum 6 bar diameters for sizes up to and including No. 8, and 8 bar diameters for bars larger than No.8. f) Hooks. For 180 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 inches extending beyond the bend. 16) STRUCTURAL STEEL: a) General. All fabrication and erection of Structural Steel shall comply with the requirements of AISC360-05. It is strongly recommended that shop drawings be prepared under the supervision of a Washington State Registered Engineer, and should bear his stamp and signature. b) Materials. All materials shall comply with the following standards except where noted otherwise. Wide flange, angles, channels, and plates: ASTM A36 (Fy=36 ksi) or better. Steel pipe shall be ASTM A53, type E or S (Fy = 35 ksi), or ASTM A501 (Fy = 36 ksi). Structural Steel Tube sections shall be ASTM A500, Gr. B (Fy = 46 ksi). It is the responsibility of the general contractor to ensure that the steel chosen for saltwater and chlorine environments will be corrosion resistant. It is also the responsibility of the contractor to ensure that steel coatings are compatible with wood pressure treatments when in contact with these materials. c) Welding. Special inspection for all structural welding shall be provided according to AWS D1.1 unless exceptions apply per IBC 1704. For shielded metal arc welding, use only low hydrogen electrodes, min. 70 ksi., in conformance with current ANSI / AWS code. All base plates, beam r F f = L - - r end plates, steel end connectors, stiffener plates, and bent plates at column ends shall be shop fabricated unless otherwise noted or shown in the Plans or structural sketches. Weld size shall be equivalent to or better than the element being welded, and shall be welded all around unless otherwise noted. Care shall be taken to avoid excess warping of welded elements. 17) CONVENTIONAL WOOD FRAMING: a) Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil. • Selection of all metal connectors shall be per manufacturer recommendation in respect to the possible corrosion by the wood treating chemicals (including nails, bolts, Simpson or other framing connectors, etc.). For more information refer to Simpson Strong Tie `Wood Construction Connectors' Corrosion Information (page 5). b) Nails. All nails used and specified in drawings and sketches shall be common wire nails unless shown otherwise. Common wire nails may be substituted with nails of the same shank diameter and same length. Minimum embedment into the main supporting framing is 12 times the nail diameter, unless noted otherwise. 18) PREFABRICATED WOOD PRODUCTS: a) Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc. The contractor shall conform to these drawings in the installation of the structural roof system. The Contractor shall ensure that adequate diagonal bracing from the roof diaphragm to the ceiling diaphragm is permanently installed. A girder truss shall be supported per plan, and if not noted in plans, at the minimum with (3) full size studs nailed to the sheathing. All girder truss supports shall carry down through the structure to the foundation. These supports shall be blocked through a floor at the minimum with a member of the same size or the same cross sectional area as the member above the floor. If the enclosed sketches include lateral forces which must be tied into manufactured trusses, the contractor/owner shall provide the truss manufacturer information about drag forces, where shown in the structural report and sketches. Truss overframing shall be per truss manufacturer or general contractor, unless shown herein. b) Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" over non- blocked supports at 24" OC, Use IBC Case 1 pattern. Nail with 8d (diameter 0.131", 2-112" long) at 6" on edges, and 12" in field. Contractor to verify all span ratings. At locations of overframing, sheathing is assumed to extend to the wall top plates (under overframed roof sections) unless noted otherwise. • JOB 0-�70- i V WEST COAST ENGINEERS, Inc. SHEETNO. � Oc Structural and Civil Engineering CALCULATED BY �c DATE ZCR �- 1520 Parker Way#G, Mount Vernon,WA 98273 CHECKED BY DATE Phone: (360)424-3404, Fax: (360)424-2063 Web: www.wcoasteng.com SCALE 4•-O � 4'-O 2 e� RNT[URC u C R[ oww" WtST CLNATION O \ 127 — �� , 11 "fi VVI 1 GALVAMT[D GABLE VfNi I 12 OOFING 9TMIDING SEAM METK P,OOfI AIX '11-, 3'GALVANRED PIPC hoc I r2 r-7 PAlfl VAOEft EIPCiRICAL o C� h 'r-0 L MCTEP. B'SMOOTH FACE.CMU NORTII CU'NATION �" 1"t t I/A' r -SinNDRIG scnrA MErnL R PO.[UTEu SBu L9C 3'GALVNIIZEU PIPE RAIN LfADfP. C(��C COLplrr'R 101 B•SMOOTH fnCY CMU 0 + I 2 1 •2'-10 STnINlP59 9i[EL COIIMI:'P, GKVnNIZEO GnOI[vENi 12 R� EAST ELfV1110N 9iANDING SGM MCIK P.00rING 1IL[FLWI 3INM.y icro rwE V DEIER UL METER B'9MOOTN FAf.E GMU SOUTH CICVAigN �p f'�I f©' �7 �' T•�!n Select.Re a - --- - --- -- - r� lion r r r_. _.__ -------- cal Number fires - y - i :t' - - i rye 1 1 n y ANACQRTES - - . + �; LJ - - -- f _- - r7 - ---- r 0�S53H _ Fri; !+,,and Terms a+!_se !yf01D�!a�itrc�entq.nei . Lat r� Lots (VdGS-$4};48,514354,-122.613499 StatePlarue Coordinates{NA663):12d4018,559217 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 48.5194 Longitude = -122.6135 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 1.067 (Ss, Site Class B) 1.0 0.367 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 48.5194 Longitude = -122.6135 Spectral Response Accelerations SMs and SMI SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1 .073 ,Fv = 1,666 Period Sa (sec) (g) 0.2 1.144 (SMs, Site Class D) 1 .0 0.612 (SM1 , Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 48.5194 Longitude = -122,6135 Design Spectral Response Accelerations ScDs and SDI SDs = 2/3 x SMs and SD1 = 2/3 x SMI Site Class D - Fa = 1 .073 Fv = 1.666 Period Sa (sec) (g) 0,2 0.763 (SDs, Site Class D) 1 .0 0.408 (SD1 , Site Class D) � � Structural Design Loads - IBC 2006 & ASCE 7-05 Seismic Calculations - Per ASCE 7-05 Project: 030483E Development-Restroorn Equivalent eLa��|ru��PmuegumAnCE7�5(12.8) * ~ Earthquake Spectral Response Accelerations Approx.Site Location Anacortes-Skagit County uSGa0.2 Second Response oa= v+*fgravity U8GS1.O Second Response S, 0.367 Y6vfgravity |s= 1.00 Note: Assuming 5%Critical Damping, Site Class o nw»= 1.145 ^ and zY*Probability orEmmeuance|n5oYears »m, = 0. 11 SOS= 8783 Site Class �tiff Soil Profile,DLyp�! L�J xm ~ O�408 _ :T�= o02U Occupancy c��� ' r°~ O1O4 (&Seismic use) co= 1.200 Structural System �����------------- Specially Reinforced Masonry Brg.Shear Wall,R=5--_ T= 0.186 c="= O.*1s Long-period Transition Period lL Seattle area Ti=o c=m"= 0.010 Elev.Of Top ofBuilding h, 17 ft C"= 0.153 Design Categories Required Seismic For Short Period Response D Design Category For Second Period Response D Height Limit(eet) Max.Allowable (Applies Only ns/ Seismic Base Shear Wind Loads Per ASCE7'05 - Analytical Procedure Applicable for Main Force Resisting Systems ofRigid Buildings ofAll Heights Building Wind Exposure |Exp D-Large Water Bodies>5,000ft,extend 600ft to B Enclosure Classification LEnclosed — Wind Speed Type vw :s u Ln�����d��'������lw���w��v���__—��/ o'Snoonu Gust Wind Speed /w= I�oo Roof Pitch 1 1 8.0 ].112 8 = nuofpkch2 8.00 /�u 8 = � �------� .' ---------- Hillooepe [Topographic Factor Not Applicable V Downwind no Building Width P=p. ToRidge 8~ ft Building Length Parallel ToRidge L= Mean Height O,Roof(ft) Am= z= 15o0ft x/ = 0.000 Directionality Constant xu~ x'= 0.000 x`= 1.000 � Height or Hill m Escarpment H^= Narrowest Half-Width uv Hill atHalf-Height Lh= � *oriz. Distance From Crest To Bldg.Site x~ _ Topographic Factor x,t= 1o00 ' Gust Effect Factor o~ 0.85 Velocity Press. Exposure Coefficient Kh= 1.030 IBC Load Factor for AaDWind 1e05.32 m = 1.0 (Applies Tu All Wind Pressures) � Velocity Pressure qx 16.20psr ' Windward Wall Pressures internal Pressure Lnt e r�mg d Value Windward Eiev Wall Internal Pressure 5 ev 0-15 feet 1620 psf 11.01 Sf Z92 psf 15-20 feet 17.03 psf 11.58 psf 5 f - Uplift Pressures Fj20-25 Efeet 17.70 1 25-30 feet 18.27 PST.... 12.1+4 sf 30-40 feet 19.21 psf 13.06 psf GCP;Cj,onstant Pressure [jp ��;- 93 psf 40-50 feet 19.97 sf 13.58 psf 3.7 __.59_ 50-60 feet 20.61 psf 14.02 PST 28 45.35 psf 4 0 60-70 feet 21.17 psf 14.40 psf 2.0 :E2:3:9 psf 70-80 feet 21.67 -f 14.74 psf 1.7 27.53 psf Transverse(Perp.To Ridge) Longitudinal (Parallel To Ridge) Leeward Wall Side Walls Leeward WaIF-1 Side Walls -6.88 psf -9,64 psf I f -4.50 psf I -9,b4 PST.. ( (Outward) (Outward} (Outward) (Outward) Windward Roof- Roof Pressures- Windward Roof- Slope 2- Based On Posn. Pressure Slope 1 -8.00/12 8.00/12 Down Ridge Option 1 -3.07 esf -3.07 psf 0 to h/2 -12.39 psf Option 2 2.89 psf 2.89 psf h/2 to In -12.39 psf h to 2h -12.39 psf >2h -12.39 psf Leeward Roof-Slope Leeward Roof- 1 -8.00/12 Slope 2-Slop/12 Typical.Elements -8.26 psf -8.26 psf Mid-Wall Studs 20.13 pst (Outward) (Outward) Mid Roof Rafters 19.11 psf Slope I Mid-Roof Rafters 19.11 psf Slope 2 Snow Load Calculations Per ASCE 7-05 Roof Shelter Selection ii Partially Exposed 0-yPical) Thermal Factor I Warm Bidgs.w/Vented Roof&R-Value>20 Roofing Material j Unobstructed,Slippery Surface(Metal,Slate,Membrane,Etc.) Calculation Method Choice �r Calc.Flat Roof Snow Load Using Ground Load Provided Input Ground Snow Load Pin=F 25 psf is= 1.00r5= 0.88 Horiz. Dist. From Eave To Ridge W, 9 ft (Max, For Slope 1) C,= 0.90 Horiz. Dist.From Eave To Ridge(1u) W2 9 ft (Max.For Slope 2) CJ= 1.00 EEI Csl= 0-56 Adjusted Flat Roof Snow Load pf= 20.00 psf C52= 0.56 Calculated Ground Snow Load p9= 26.00 psf J = 17.25 pcf Overhang/Ice Dam Load 2 x pf= NIA (Depends On Thermal Factor) Maximum Valley Snow Load pv= 20.00 psf For Nonparallel Reidges(Snow Anal.for WA) Maximum Valley Snow Load pv= 60.00 psf For Parallel Reidges _71 - Reduced Snow Load For Slope 1 p, Jj I_ 1_1._17_psf_],(On Honz.Area) Reduced Snow Load For Slope 2 Lp.= 11.17 psf ](on Horiz.Area) Balanced 11 Unbalanced Snow Loads For Hip&Gable Roofs Slope 1 -8.00,/.12 Pitch Slope 2-8-00/12 Pitch Left Side Right Side Left Side Right Side Case I -Balanced 11.17 psf I 11.17 psf Case 1 -Balanced 11.17- psf 1 11.17 psf Case 2-One Side Onlyr---0.00 IDP-s-f---1 25-00 psf case 2-One Side Onlyr-0.00 psf T-2-500 psf - r77 Case 3-Unbalanced I/LA Case 3 Unbalanced NIA NIA Dist from Ridge for Surch Dist from Ridge for Surch 030-10 Edson 061BC-Loads 05-19-1 0-XIs 51119,12010 Wind Pressures Per ASCE 7-05 - Analytical Procedure �- 9 Roof= 11.15 psf Total 13.06 psf Slope 1 - 8.00/12 19.95 psf -3.07 psf -8.26 psf 2.89 psf ' 12.42 psf 19.31 psf 12.04 psf +/-2.92 psf 18.92 psf +/ 2.92 psf -6.88 psf 11.58 psf --- +/-2.92 psf 18.46 psf +/ 2.92 psf o o; �r 11.01 psf 17.90 psf 4,._.- ----- 15.00 ft Total Roof= 11.16 psf 13.06 psf Slope 2 g 8.00/12- 19.95 psf -3.07 psf -8.26 psf 2.89 psf 12.42 psf 19.31 psf 12.04 psf 2.92 psf 18.92 psf +!-2.92 psf 11.58 psf +/-2.92 psf -6.88 psf 18.46 psf I +/ 2.92 psf o 11.01 psf 17.90 psf 1 . ._...._- 15.00 ft 030-10 Edson 061BC-Loads 05-19-10x1s 5119/2010 Boa l,o — — WEST COAST ENGINEERS, Inc. SHEET No. Structural and Civil Engineering CALCULATED BY �/ DATE— — 1520 Parker Way #G, Mount Vernon,WA 98273 CHECKED BY DATE Phone: (360)424-3404, Fax: (360)424-2063 Web: www.wcoasteng.com SCALE � a ---1--------------------- —1 t ,per HE of o n H I 4 n rx I \ I ` varTv, rvo., sM. ' I Tv 2 ��J G o s I I c �� - ---------------- 1- -IMINARY - NOT ffOR CONSTRUCTION t �` -z' - V A�g� A n CSoa � ? 22-� x �'�l c�T COAST A ENGINEERS,� Inc.Inc SHEET NO. r S t r u C t u r a I a n d C i v i I E n g i n e e r i n g CALCULATED BY 'lG CA.TE__� S 1 1520 Parker Way#G, Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY D.,TE Web: www.wcoasteng.com SCALE Tb U LS t i � A- 41 a WEST COAST ENGINEERS, inc. SHEET NO. � Structural and Civil Engineering CALCULATED BY _ DAI_•� — 1520 Parker Way ;�G, Mount Vernon,WA 98273 CHECKED BY CST- Phone: (360)424-3404, Fax: (360)424-2063 Web: www.wcoasteng.com SCALE LJC �- L -7 f'D V q� Er s olz,2, �2 �-t I Boa7 — (��• m EST_ COAST ENGINEERS,EERS, Inc. SHEET NO. ---- Structural and Civil Engineering CALCULATED EV, l DAT- �l C 1520 Parker Way#G, Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com 1 SCALE t L4 1` C) 41- 1 4 CO 2 -7 —22 l f _ c a '� *A- � �i t ® .;oaf - `' --------- EST COAST ENG—jI EERS, Inc. SHEET NO. /; ^S Structural and Civil Engineering CALCULATED BY D'"T= - 1520 Parker Way#G, Mount Vernon,WA 98273 CHECKED BY DATE Phone: (360)424-3404, Fax: (360)424-2063 Web: www.wcoasteng.com SC't 0 0c, y z 7r- 0G. e r ! f ` & -07 e:. / E ps j'z r � , ,� l� f JOB WEST COAST ENGINEERS, Inc. SHEET NO. ( � C 0.- S t r u c t u r a l and Civil Engineering CALCULATED BY I �-�' D;;T=_�,� 1520 Parker Way#G,Mount Vernon, WA 98273 Phone: (360)424-3404, Fax: (360)424-2063 CHECKED BY DATE Web: www.wcoasteng.com s,^,ai_ CAI- 7_' f ----- v - � 4 2 f C) 1# w West Coast Engineers CONCRETE MASONRY BENDING MEMBER DESIGN. 030-10 GL B &A out of plane WORKING STRESS DESIGN FOR SHEAR WALLS OR BEAMS Note:all CMU wythe shall be poured full of concrete. Location: Open Truss Joist Support special reirlf, ?yes or no ves Es= fJ110,1_Ifjp MNd= 5.357 - Em= 1, 5r-1,0o0 Fb= 500 psi* fm= Q psi Fv= 58.09 psi, calcri sl-lear',valls. fy= 60,000 psi Fv= 75.00 psi, rlr viali,rrax allow'd. fs= 24,000 psi Fv= 58.09 psi,use for shear wall. M= 875 ft-lb tf= 490 lb Fv= 8.7�3 psi,beams,no shear steel. Shear wall L= 168 Inch b= 8 Inch,(this is not tree blrcl,vvidth for T or I sectiorjs,see note thus c--ell. d= 4 Inch Stirrup,Av= 0.2 sq in.to use n= 21.48 Fs= 1 psi Tension bar,As= 0.2 1 in^2 Max.req'd stirrup spcg. 2 in shear stl spcg.,s=1 48 1 in. Ro= 0,0063 n'Ro= 0.1343 fb= 472 psi,flexural k= 0.4010 fv= 17.658 psi,flexural OK j= 0.8663 fs= 15,150 psi,flexural Av= not required 21kj= 5.76 v= 0.36 psi at shear wall. in s O.C. Masonry fb1Fb check: 0.94 OK Tension steel Fs/Fs check: 0.63 OK Shear bending fv/Fv check 0AG Shear wall v1Fv check 0.01 OK Lintel shear check: OK 1520 Par's er shay,sate,4c3 Pmoum very ion,WA 90273 (360)424-346-4 fax; (360)424-2063 ww.co€�structi reaf<,eosre cork CIN rU Beam,062407.xis 12214 Pr,15/20 j 2010 �o West Coast Engineers p CONCRETE MASONRY BENDING MEMBER [DESIGN, 030-10 GLA and B WORKING STRESS DESIGN FOR SHEAR WALLS OR BEAMS Note:all CMU wythe shall be oured full of concrete. Location: open Truss Joist Support special relnf. ?yes or no es Es= 2 i,000,ron MlVd= 0.732 Em= 950.13D0 Fb= 500 psi Q fm= 1,500 psi Fv= 63.29 psi,c:alc o srie;ar,vans. fy= 60,000 psi Fv=l 87.07 psi,shr.wall,rna,�aliov,,rJ, fs= 24,000 psi Fv= 63.29 psi,use for shear wall. M= 31,380 ft-lb V= 3,138 lb Fv= 38.7 psi,beams,no shear steel. Shear wall L= 168 inch b= 7.625 Inch,{this is not the block vocltri for T or I:ectiors,see note tris cell. d= 164 Inch Stirrup,Av= 0.2 sq in.to use n= 21.48 Fs= 2-11,00(.? psi Tension bar;As= 0.2 in^2 Max.req'd stirrup spcg. 82 in shear stl spcg., s= 48 in, Ro= 0,0002 WRo= 0.0034 1.5`fb= 71 psi,flexural k= 0.0795 1.5rfv= 3.87 psi,flexural OK 1= 0.9735 1.5'fs= ?•r Dr; psi,flexural Av= not required 21kj= 25.83 1.5'v= 3.67 psi at shear wall. in`'@ s O.C. Masonry fbfFb check: 0.14 OK Tension steel Fs/Fs check: 0,74 OK Shear bending fv/Fv check 0.10 r:=�V. Shear wail vtFv check 0.06 OK Lintei shear check: 0K 1520 Parker waY,Suite#(3 MOUnt Vernon,WA 98273 cone CF•itJ Beam 062407.xds (360)424-340=; fax.:(360)424-2063 www,constnsctioncalc.com< 12:02 PM5 j20/2010 i\ CoastWest i r �D CONCRETE MASONRY BENDING MEMBER DESIGN. 030-10 GIL I T wall WORKING STRESS DESIGN FOR SHEAR WALLS OR BEAMS Note:all CMU wythe shall be poured full of concrete. Location: Open Truss Joist Support special rent ?yes or no es Es= 29,orr,prr MNd= 1.'}00 Em= o,ror Fb= 500 psi fm= 1,500 psi Fv= 58.09 psi,caIr'd sriea vk+aus fy= 60,000 psi Fv= 75,00 psi, srif.'n;all,rnar:allo+n+'r. fs= 24,000 psi Fv= 58.09 psi,use for shear wall. M= 9,368 ft-lb V= 1,004 ib Fv= 38.73 psi,!:earns,no shear steel. Shear wall L= 84 Inch b= 7.625 Inch,(triis is not the r clock width ror T or I section;,see note this,r_ell. d= 80 Inch Stirrup,Av=[::=sq in,to use n= 21.48 Fs= '4,000 psi Tension bar,As= 0.2 in12 Max.req'd stirrup spcg. 40 in shear stl spcg.,s=1 321 in. Ro= 0.0003 n'Ro= 0.0070 1.5'fb= 64 psi,flexural k= 0.1119 1.5'fv= 2.56 psi,flexural OK j= 0.9627 1.5'fs= If-'a47 psi,flexural Av= not required 2/kj= 18,57 1.5rv= 2,35 psi at shear wall. in`@ s o.c. Masonry fb/Fb check: 0.13 OK Tension steel Fs/Fs check: 0.46 OK Shear bending fv/Fv check 0.07 a Shear wali v#Fv check 0.04 ;-'K Lintel shear check: OK 1520 Parke'Way',Suite G Mount vernarii,WA 98-273 1364 i 424-3404 fax: (360 j 424-2063 �rV,+cv,c6i€str actsU€�ealC.c:Ufn c:o€ic€MU Beam 062407.xis M4 Pr45/201201s West Coast Engineers CONCRETE MASONRY BENDING MEMBER DESIGN. 030-10 GL I 9'wall WORKING STRESS DESIGN FOR SHEAR WALLS OR BEAMS Note:all CMU wythe shall be noured full of concrete. Location: Open Truss Joist Support penal reinf. ?yes or no vesl Es= MNd= 0.965 Em= "'J"'C1,000 Fb= 500 psi fm= 1,500 psi Fv= 587..77 Psi,Falr�ci snear,vallc. fy= 60,000 psi FT5 fs= Fv=l_ 76.57 Psi,stir.wall,max allove'i-I M= 24,000 psi Fv= 58.77 psi,use for shear wall. 19,910 fl-lb V= 2,134 lb Fv= 38.73 Psi,beams,no shear steel. Shear wall L= 120 Inch b= 7.625 Inch,(this is not the blOck,'Plidth for T or I sectiol-IS,see note trjj�'C.e1j. All d= 116 Inch Stirrup,Av=F 0.2 sq in.to use n= 21.48 Fs= psi Tension bar,As=1 0.21 in A 2 Max. req'd stirrup spcg. 58 in shear stl spcg.,s=j32 I in. Ro= 0.0002 n'Ro= O 0049 1,5'fb= 77 psi,flexural k= 0.0938 1.5'fv= 3,74 psi,flexural j= OK 0.9687 1.5'fs= psi,flexural A:v= not required 2/kj= 22,00 1.5'v= K 3.50 psi at shear wall. in` @ S O.C. Masonry fb/Fb check: 016 O Tension steel Fs/Fs check: 0.66 OK Shear bending fv/Fv check 0.10 C"", Shear wall v/Fv check 0.06 OK Lintel shear check: OK 1520 Parker way,suite#c.mourit Vert ion,WA 98273 Colic CMU Beam 062407.x1s (360)424-3404 fax:(360)424-2063 --colistructionca1c.com 1:15 PM5j20/20!0 d- West Coast Engineers CONCRETE MASONRY BENDING MEMBER DESIGN. 030-10 G L 2 -4' wall WORKING STRESS DESIGN FOR SHEAR WALLS OR BEAMS Note:all CMU wythe shall be oared full of concrete. Location: Open Truss Joist Support special reinf, ?yes or no MNd= 2�544 Es= L-L-_00 C-0 O—Cil Ern= i'2.150000 Fb= 500 psi fm= 7 1,500 psi Fv=l 58.09 psi, raivosheit'-vall-,. fy= 60,000 psi Fv=1 75.00 1 Psi, stir yvall,max allovv'd. fs= 24,000 psi Fv= 58.09 psi,use for shear wall. M= 7,044 fl-lb V= 755 lb Fv= 38,73 psi,rjeams,no shear steel Shear wall L= 48 Inch b= 7.625 Inch,(this is not the blockvocith for T or I sections,see note this cell. d= 44 Inch Stirrup,.Av=[=sq in.to use n= 21.48 Fs= 24.00;F' psi Tension bar,As= 0.21in'2 Max.req'd stirrup spcg. 22 in shear stl spcg.,s=1 3211n. Ro= 0,0006 n'Ro= 0.0128 1.51fb= i 22 psi,flexural k= 0.1477 1.5'fv= 3 5,5 psi,flexural OK j= 0.9508 1.5'fs= F,,1�t4 psi,flexural AV= not required 2N= 14,24 1,5'v= 3.09 psi at shear wall. in'` S O.C. Masonry fb/Fb check: 0.24 OK Tension steel FsFs check: 0,63 OK Shear bending fV/Fv check 0.09 Shear waif v/Fv check 0.05 OK Lintel shear check: OK 1520 Parker'Way,Suite#G Mount Vernon,WA 98273 1350)424-3404 fax: (36011,424-2063 vvwvv.constrUCti01 Walc,Conl cone t�MU meant 062407.xis 1:25 PNIS/20/2010 West Coast Engineers CONCRETE MASONRY BENDING MEMBER DESIGN. 030-10 GL 2 - 5'wall WORKING STRESS DESIGN FOR SHEAR WALLS OR BEAMS Note:all CMU wythe shall be Poured full of concrete. Location: open Truss Joist support special reirr ?yes or no Es= Eioffl MNd= 2.073 Em= I,- -Cj Fb= 500 psi fy= fm= 1,500 psi Fv=[ 58--091 Psi, 60�000 psi Fv=L--Z!.00jpsi,Fjn,- v"all'mayallov'Al. fs= 24,000 psi Fv= 58-09 psi,use for shear wall. M= 13,762 fl-lb V= 11,475 fib Fv= 38.73 psi,beams,no shear steel. Shear wall L= 60 Inch b= 7.625 Inch.(tNs is not tree Blom vvidth for T or'i sectionc,see note this cell. I d= 54 Inch Stirrup,Av= 0.2 sq in.to use n= 21.48 Fs= 24,0)0 psi Tension bar,As=1 0.21 inA2 Max.req'd stirrup spcg. 27 in shear stl spcg., s=j��32 in. Ro= 0.0005 n'Ro= 0.0104 1.5'fb= 7 41 psi, flexural k= 0.1344 1.5'fv= 5.63 Psi,flexural OK 0,95514 1.5'fs= �14,01` psi,flexural Av= not required 2/kj= 1.5'v= 4,84 psi at shear wall. in`@ S O.C' Masonry fb/Fb check., 0.35 OK Tension steel Fs/Fs check: I,00 OK Shear bending fV/Fv check ch.1 5 J!" Shear wall v/Fv check 0,08 OK Lintel shear check: OK 1.520 Parker Way,Suite#G MOUnt Vemon,%A,1A 98273 colic CNIU Beam 062407,x(5 (360)424-3404 fax:(360)424-2063 vvww.cojnstrLXtj0tjcajc,c0jjj 1:24 Pr,15/20/2010 West Coast Engineers CONCRETE MASONRY BENDING MEMBER DE ION. 030-10 GL 2 - 2.5' wal3 WORKING STRESS DESIGN FOR SHEAR WALLS OR BEAMS Note: all CMU wythe shall be poured full of concrete. Location: Open Truss Joist Support speri,il reinf, ?yes or no yes Es= 29,000,000 MA/d= 4.307 Em= —1 7350,000 Fb= 500 psi fm= 1,500 psi F.q=Ir- 1 58.09 1 psi, calr'd shear fy= 60,000 psi Fv= 12.:.0�0 psi, shr.vuall,max alluvVd. fs= 24,000 psi Fv= 58,09 psi, use for shear wall M= 1,717 ;-Ib 'V= 184 lb Fv= 38.73 PSI,beams,no shear steel. Shear wall L= 30 Inch b= 7.6251 Inch,(this is not the block width for T or I sections,see note this cell. d= 26 1 Inch Stirrup,Av=[:=sq in.to use n= 21 AB Fs= 24,0,30 psi Tension bar,As= 0.21in A 2 Max. req'd stirrup spcg. 13 in shear stl spcg.,s= 32 in, Ro= 0,0010 n'Ro= 0.0217 1.5'fb= 6 8, psi,flexural 0.1876 1,5-,fv= 1.49 psi,flexural OK 0.9375 1.5'fs= b psi,flexural Av= not required 2/kj= 1137 1.6'v= 1.21 psi at shear wall, in@ s o.c. Masonry fb/Fb check: 0.14 OK Tension steel Fs/Fs check: 0,26 OK Shear bending fv/Fv check 0,04 Shear wall v/Fv check 0.02 OK Lintel shear check: OK 1520 Parker Way,Suite—G-Mourit Vernon,WA 962-3 (360)424-3404 fax: (360)424-2063 w,,,,rv4,(.onstrLictioncaic,co€;) EOnc GNIU Bea€-fj 062407.xis 1:23 RM5/20/2010 West Coast Engineers CONCRET NBER DESIGN. 030-10 Lintel Ll WORKING STRESS DESIGN FOR SHEAR WALLS OR BEAMS Note:all CMU wythe shall be poured full of concrete, Location: Open Truss Joist Support special reinf. ?yes or no Es= E;ffl MNd= 1.552 Em= 1'�50'000 Fb= 500 psi, Fm= 1,500 psi Fv=1 58-09 1 Psi,C alr'd shear*oialls, fy= 60.000 psi Fv=L fs= 24,000 psi Fv= _ZL-._OOJ PSI,Shr.wall,rra,,,r allov,/,ri, M= 3.060 fl-lb 58-09 Psi,use for shear wall. V= 1 820 lb Fv= 3318.73 psi,Learns,no shear steel. Shear wall L= 48 Inch b= 625 Inch,(this is not the block kmdth for T or sections,see note this C-ell. d= 13 Inch I Stirrup,AV=F-0-2-7 sq in.to use n= 21.48 Fs= 24,0oo psi Tension bar,As-1 0.21in A 2 Max. req'd stirrup spcg. 7 in shear stl spcg.,s= -------3-21 in. Ro= 0.0020' n'Ro= 0.0433 fb= 24 psi,flexural k= 0,2543 fV= 20.06 psi,flexural OK j= 0.9152 fs= I F,,431 psi,flexural Av= not required 8.59 V= 4.97 psi at shear wall. in'@ S O'C. Masonry fb/Fb check: 0.49 OK Tension steel Fs/Fs check: 0.64 OK Shear bending fv/Fv check 0.52 '--)f< Shear wall v/Fv check 0.09 0 K Lintel shear check: OK 1520 Parker way,suite#C,mount Vernon,WA 98273 cork CIMU Beam 062407,xis (360)424-3404 fax:(360)424-2063 www c:onstrL-ctionc.aic.com 2:24 P1145/20/2010 A%- West Coast Engineers CONCRETE MASONRY BENDING MEMBER DESIGN. 030-10 Lintel L3 WORKING STRESS DESIGN FOR SHEAR WALLS OR BEAMS Note:all CMU wythe shall be poured full of concrete. Location: Open Truss Joist Support special reins. ?yes or no es Es= MNd= 4.368 Em= 350.000 fm= 1,500 psi Fb= Fv= —7 500 psi fy= 60,000 psi F 85-9-�Psi, calc'd shear vteall,, fs= Fv=' 75.00 1PSI, shr.vvall,max aj1ova,a,. 24,000 psi Fv= 58.09 Psi, use for shear wall. M= I 500 ft-lb V= 333 fb Fv= 38.71 PSI,beams,no she,yrsteel. hear wall L= 36 inch b= 8 Inch,qrjs j-not the black'Rldth for T or I sections,see note this cell d= 4.125 Inch Stirrup,Av=I�O2 sq in.to use 21.48 Fs= '714,1,1100 T psi 'Pension bar,As=j 0.21 in A 2 Max.req'd stirrup spcg, 2 in shear stl spcg.,s=1 -��48 in. Ro= 0.006i WRo= 0.1302 fb= F6,23 psi, flexural k= 0.3964 fv= 1-63 psi,flexural OK 0.867 9 fs= 2/kj= 5.81 V= psi,flexural Av= not req 916 psi at shear wall. in uired S O.C. Masonry fb/Fb check: 0.51 OK Tension steel Fs/Fs check: 0,35 OK Shear bending fv/Fv check 0,30 C%t"" Shear wait v/Fv check 0.02 OK Lintel shear check: OK 1520 Parker WaY,Suite 9(-,muunt Verr-rat-,,WA 98273 COFIC CNIU Beam,062407,x1s (360)424-3404 fax,(360)424-2063 11.45 AN15/21/2010 Kirk, Thank you for the information.We will take a look and see what needs to be done. Don Measamer City of Anacortes Assistant Director, Planning & Community Development, Building Official Don @cityofanacortes.org Phone 360.293.1901 Fax 360.293.1938 From: Kirk Kennedy [mailto:kirk.kennedy@comcast.net] Sent: Saturday, September 11, 2010 11:43 AM To: Measamer, Don Subject: Request from Barrier Busters Hi Don, I represented Barrier Busters at the Senior Fair that was held at the Port yesterday and was asked a question about ramps for an individual's home. In researching the question, I noticed that a ramp of more than 6" high or 72" long requires hand rails on both sides. Below is an excerpt from the ADA standards... 4sll 3 Uear Width.The nlininl illn ctear midih 401landrails shall be provided along buds of a ramp shall be 3G in 91 a mm= f i;l+��s.nf MnV segments,The irtsirle f andr on sn-kckborkor dcOR,ramps shall aMwsIo 4.8A*landings.lleannps.shall haw knel conlin""Us. lantlirtp at laot;lcun and trios of e;xh r;anrp awl skill ramp nni,DIA higs qlall Ilwo the Ulow. tZI If ItmWr;khl%are i"t unrinixim,tbury shRU in fs stark,%; emcmtrl at kxast 1:in M. 5 mnrl beyond the tr,,p rritl iasxt�n of the rany wWunt a d shRatd Iat (I)77u landing wltxll ir*:i It-444:as tukitlr.rts rile p sr�ll ssit_It it ud fly rKtr,unul 4trr�rre is.+� r:anap nut kvdl ng to it• ng 17*. ?G1°C-w lasted na,l 4nrAM NU411 be a nrinkm nn,4 4131 TIwr lut"Ar it QiCt W Mn(Ir1V nirn)Ov4!r. lite ViAl Till he I liz In loll rltttil, r3rIft-44111^tItas1wtity limIAtl:slarllttt 511r° i•{it;r tl r -,ttrRu attislwtllt■,eC,tttiuuitstc� ttlir�liiurt t Insllit +ufs +l +ll!H�f111 Iti l ilt9f if, it r wrin by I rrparr�trarta�l�x��J����trt� tta�raa'e �ft���l dad rrlr vnu l thiw`imill lit uIld 3 ill Owl alro ela d 44l r#':a ch i ay i+loseatod tit a ltrindh thtlii rta W5 mut aboue rat ty �te9atft�c, aria its ff*irrt t else;tic ra:t°slwill ccrtrsIANa% l-4 i.l�:�. f t�rt�csf'ltia.�r�i&,�rl�,lna! e ert�-s°tr�arrrcliq!' �r a<c �,�?:Jr7tY�tprl�►.tar�r�;.te�r1l,ear'fra�a. 4.SL5*flan dr ails.It Ia ranili aril Ins a rise kn carer I In 6 in(150 tnsrr)+ar i lxita wt rl t e')ffrtPrPsqmfl rr� as tit irtr[tr Hate 3'a projecWai groarcw Ilban 72 In g1830nnOt t1wok tl",i shall haw fsaneirails on bcAh-ic".HantkadIs am not"ub)ud on curb snaps or agjac�at-rta 4AG Criass Uope and S:urfacvs.Tlne cross srShclr�191 asselnbAV ems.ll.�lilradJs.SUI AW(f ramp swlaCC6 SW bo w q Weir ilm cornply with 4.26 anti sass tl hwi,the fa kAvirm l 511 lamp sctrfaces,shall contlptly with 15. fegruff sr I have used the new restroom at How it Works a couple of times; once when it first opened and then again yesterday. I noticed both times that it didn't have a hand rail on either side of the ramp. The first time didn't concern me too much because I thought it was still under construction. But since there still aren't hand rails, I'm beginning to think they aren't planning any. Is there a reason why this ramp doesn't have hand rails? Thanks. Kirk Kennedy 4610 Hickory Drive Anacortes, WA 98221 Phone(360)293-6585 email kirk.kennedy@comcast.net "NOTICE:This communication may contain privileged or other confidential information.If you are not the intended recipient,or believe that you have received this communication in error,please do not print,copy,retransmit, disseminate,or otherwise use the information.Also,please indicate to the sender that you have received this email in error, and delete the copy you received.Thank you." APPLICANT: 3E DEVELOPMENT, LLC SITE ADDRESS: 1014 4TH STREET NOTE: RAMP WIDTH = 5'-O" MINIMUM SECTION: 18 TOWNSHIP: 35 RANGE: 02 CA PROPERTY I.D. NUMBER: P55045 JURISDICTION: CITY OF ANACORTE5 NOTE: HANDRAILS NOT REQUIRED WHERE ZONING: COMMERCIAL RAMP RI5E DOES NOT EXCEED G" AREA 5-0" UPPER 5-0" MIDDLE 5-0" BOTTOM LANDING G'-O" RAMP @ 1 :12 LANDING G'-O" RAMP @ 1 : 12 LANDING LOT SIZE: +/- 20,5G I S.F. y;�f NEW BUILDING AREA: 411 S.F. NEW BUILDING COVERAGE % OF LOT: 2% BUILDING HEIGHT: +/-17' BUILDING INFORMATION NEW WALKWAY RAMP DOWN AT WEST ONE STORY CONSTRUCTION TYPE VA 1/4" = P-0" OCCUPANCY TYPE B NO FIRE PROTECTION 5PRINKLER5 3 RD STREET i I