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Permit File BLD-2019-0445 4502 Kingsway Place (2)
Cityof Anacortes Invoice/Permit#: BLD-2019-0445 904 6th Street Applied date: 07/15/2019 -` `"' "' P.O.Box 547 O; Anacortes, WA 98221-0547 Issue date: Expire date: 01/10/2021 ` ,;.. (360) 293-1901 Job Address: 4502 KINGSWAY PL Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221 Project: APN: Remarks: Replace defective retaining wall that was built around 1990 with railroad ties that are failing and are rotting. New retaining wall will be built with CMU blocks with a drain installed behind it. Owner: GLORI WALKER Contractor: CHOICE LANDSCAPES LLC Address: 4502 KINGSWAY PL Address: 15377 SR 536 ANACORTES WA 98221 MOUNT VERNON WA 98273 Phone: (253) 318-7741 Phone: (360)419-5785 License#: CHOICLL936PK General Information: Fees: Use Zone R2 Building Permit Fee 321.25 Building Valuation 20000 Plan Review Fee 208.81 State Building Code Fee Resi 6.50 Total Calculated: 536.56 Deposits/Receipts: 0.00 Total Due: 536.56 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 PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY Permits and Insp... - BLD-2019-0445 - 2019 019269-0009 Carla Br.., 07/15/2019 01 :08PM 12466 - GLORI WALKER BLD-2019-0445 Single Family Alteration/Repair Permit Payment Amount: 208.81 Transaction Amount: 208.81 03FIN CC: *** `4***r**4498 Q Cityof Anacortes Invoice/Permit#: BLD-2019-0445 904 6th Street Applied date: 07/15/2019 `"' P.O.Box 547 r Issue date: 11/26/2019 K.b ?12 Anacortes, WA 98221-0547 11i10 = Expire date: 05/24/2021 (360) 293-1901 Job Address: 4502 KINGSWAY PL Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221 Project: APN: Remarks: Replace defective retaining wall that was built around 1990 with railroad ties that are failing and are rotting. New retaining wall will be built with CMU blocks with a drain installed behind it. Owner: GLORI WALKER Contractor: CHOICE LANDSCAPES LLC Address: 4502 KINGSWAY PL Address: 15377 SR 536 ANACORTES WA 98221 MOUNT VERNON WA 98273 Phone: (253)318-7741 Phone: (360)419-5785 License#: CHOICLL936PK General Information: Fees: Use Zone R2 Building Permit Fee 321.25 Building Valuation 20000 Plan Review Fee 208.81 State Building Code Fee Resi 6.50 Total Calculated: 536.56 Deposits/Receipts: 208.81 Total Due: 327.75 W r-. 0 -ID -0 r- 1,0 f•+ IL M rl' a, V R .C, -n fii :. h: R•. ...� �. n t ,t .. ! to ry r— ti 2 :ry Sr n ft E T f_ll THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DA'S, OR Tf CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCEII. HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT.ALL PROVIS1t�IS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT,•."1 E GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER:=STAT C 2 LOCAL LAW REGULA ING.CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. :'• .(// )1' SIGNATORE OF OWNER OR AUTHORIZED AGENT ISSUE a -- ,1 i u ,i. b . 0 ¢1 _ . �.... . .� 1 a ' I , C. n a_e . s _ t S. %i i CD a) � La > 0 G L� ' t a ..g - I IN" „ CM cr 11 R ,,.. ....„ 4. ;: .. .. Sai 0 E t ____ _ r� _ :f;, Crr (r• . J __ Y b �` .)) 7 �� .) .,.._ _.„....... .. c....„_. 0 ta.:7 t rl — � t �� ,! \. Cd .� � nO Q • . . . - ..... (kis. i. Nitl c. 6`'1 � L j , 0 dalir IS" simliZCit..# 11111: - , . c---)i---1 ii je,........---. ,, I C.\kc‘ ‘, \." CD . ir . • a R) . . . . . . . . • . 3 riviiiitii_ . ,'. .: . . ...,.... r CD 1 IS: 111 liciiiiiii.e. 1.... , 3 esmattcm . . ril cog t‘slahcbssai. • . :.. .. . . 0:i. r i lc!, Thi.. .. ......., .I cn fl A �. 0. . .. .., . • . . • " 0 ;pi\ 1111111Z Pill p, fgarairso . . . . (� CO . , � , . .,.. , `"� JP's" `zj;� • I. 82— ., , ,...„.1 ‹.... Ole." A fi , ...„.. is -.. ...- ...-.. .• ....:,::....:..... - . clitiltfr is; g 111‘1\i311111111 141111 Les? ,•• .., . ,,.,. ...., ....:.....- . '. : .. .4.' . •.‘ . ': ' . ler 7".. ... .. . . . . . C . 6 . . .. oV� \ �'[YA4ya ---B /., 1 — 2_0 ) ? — 06(qS. , T Y PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT 1 il E l� i 0 \ : ' ENTIAL BUILDING PERMIT APPLICATION 7 ailing Address:P.O. Box 547, Anacortes, WA 98221 �,I 1 i 2019 Office Location: 904 6th Street, Anacortes WA 98821 Phone: (360) 293-1901 CITY OF ANACORTES PLEASE REFER TO THE RESIDENTIAL BUILDING PERMIT CHECKLIST BELOW FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS(Street,Suite#): PARCEL(S)#: p 5-,-,. a y ySaZ le,- ,/GSwA1 yL . J� Subdivision/Lot#: PROJECT VALUATION: $ / 2...9 J • 5kl 1 rt-e-- .200 000 APPLICANT: Phon.i 5 3 . 3/ $ Lodes- � 4( 7(1 Address(Street,City,State,Zip): Email Address: / zr5o L pe t i/G S tot PI-- ci [?i4''�a.--1, at i v,A-a-, 1. C a r1 , PROPERTY OWNER: 0 Phon a 5 3 ��Z , / � � rn , CI-VcL A. w 1 G Address(Street,City, State,Zip): Email Address: LFSO Z k/ hJ 4 S►^J A PL • Yo•-•2 k k-e r I G v inG0--S CONTACT PERSON: Phone: Goo 12z w A -i-4 cam- a S 3 • 31 �- 7 -)(1 I Address// (Street,City,State,Zip): Email Address: (( / / 7 5O 2 I.0 I Il)C-S W Acj, py• out) 01,-,I,J a.l,��r b 5 Vi'I�; l , co c'►-1, LADING AGENCY: U{ Ph : Address(Street,City,State,Zip): Email Address: 3 - ��) 5 ,3 - ell ) 1 :e,-73 c4-4', CONTRACTOR:* P one: L/ t'lit, iL0— 1J !pSLA-P/Ifs ✓eed) TIq — S— is's— CPG� Address(Street,City State,Zip): / Email A ress: i /_ 1.5317 -5� 53 �' MT VL✓iv7n''),vU� J'M G"Gi, I et y J eeii-o C� letr'�GCSe _ire q 5�.2`73 �+�'ktC 'Professional License#: Exp.Date: �7 *All Contractors&Subcontractors must have a valid City of (140 l L 3 , l e7 M Anacortes business license prior to doing work in the City. Contact ,Business License#: Exp.Date: the City's Finance Department at(360)299-1968. (��'1 L.6 L 1,05 ' 4/Js PROPOSED WORK: ref(t-� ef L�L-e.A\s-e- (-e- c/1—. r,.s.�( • ( I ' 10 ) i l✓aat-AC 4-1' ..QS— fdt--. )tr--�/raif L - ,` ' Ge -✓ f.5 ' 00 W PROPOSED NEW SQUARE FOOTAGE: Basement SQ': ❑ Finished Basement: ❑ Unfinished Basement 1st Floor SQ': Garage/Carport SQ': 2nd Floor SQ': Deck/Covered Porch/Patio SQ': Fire Sprinkler: ❑ Yes ❑ No Lot Area SQ': I declare under penalty of perjury that the information I have provided on this foiui/application is true, correct, and complete,and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Anacortes. Print Name: Gv —Y� Owner, Agent El (specify): Signature: :7Z:v,---1----- Date: 7/i S/) Page 1 of 5 PJA IMPERVIOUS SURFACE AREA: Existing Impervious SQ': New Impervious SQ': Total Disturbed Land/Soil SQ': Total Proposed: Cut: Fill: New hard surfaces(pervious&impervious) Land converted from native vegetation to lawn or landscaping SQ' Land converted from native vegetation to pasture SQ' MECHANICAL: Equipment Type: Appliance/Equipment Information(new and relocated): Total#: Furnace: Gas#: Elec#: BTU: Other#: Wall Heater: Gas#: Elec#: Other:#: Location(s): Gas Water Heater: #: Location(s): Heat Pump: Elec#: Other#: Air Conditioning: Elec#: Other#: Radiant/Hydronic Heating: Gas#: Elec#: Other:#: Location(s): Exhaust Fans: Bath#: Laundry#: Other: Range Hood: #: Location(s): Fireplace: Gas#: Elec#: Other:#: Location(s): Clothes Dryer&Duct: Gas#: Elec#: Other:#: Location(s): Stove/Range/Oven: Gas#: Elec#: Other:#: Location(s): Gas Piping/Outlet(s): #: Location(s): Boiler Gas#: Elec#: BTUs: Location(s): Other: #: Location(s): TOTAL MECHANICAL OUTLETS: PLUMBING FIXTURES: Fixture Type(new and relocated): Total#: Fixture Type(new and relocated): Total#: Water Closet(Toilet): Refrigerator water supply(for water/ice dispenser): Kitchen Sink: Pressure Reduction Valve/Pressure Regulator: Utility Sink: Water Service Line: Tub: Water Piping: Hand Sink: Clothes Washer: Shower: Electric Water Heater: Tank-less? Yes D No ❑ Dishwasher: Backflow Prevention Device: Hose Bib: Other: TOTAL PLUMBING FIXTURES: Page 2 of 5 Oicles, Dave From: Oicles, Dave Sent: Friday, November 1, 2019 8:27 AM To: 'Glori Walker' Subject: RE:4502 Kingsway PI permit BLD-2019-0445 Hello Glori, As long as we know that you have someone working on the engineering, you have 180 days from today, and you can extend that as long as we hear from you that it's still a go. Once a permit is issued, you have 18 months for completion, with one extension allowed beyond the 18 months, for another 18. I hope that answers your question. I'm sorry that your project is more detailed than you were expecting. Have a good weekend, Dave Oicles Permit Services Coordinator Planning, Community, & Economic Development City of Anacortes 360-293-1901 From: Glori Walker<gloriwalker@gmail.com> Sent: Friday, November 1, 2019 6:55 AM To:Oicles, Dave<daveo@cityofanacortes.org> Cc: mawalkerl@comcast.net; bmcaulay@thechoicelandscapes.com; sturdy@sturdyengineering.com Subject: Re:4502 Kingsway PI permit BLD-2019-0445 Hi Dave, Thank you for asking. Our engineer Gary Sturdy is completing the permit for the retainer wall repair process for us-we thought it would be finished this week. I will call Gary to find out re: the delay and get back to you. When is the repair permit expired? Thank you, - Glori Sent from my iPad On Oct 31, 2019, at 3:17 PM, Oicles, Dave<daveo@cityofanacortes.org>wrote: Hello, 1 I was going through your permit application and noticed there was an item still needed for us to issue a permit for your project. Is this project still a go or would you like it canceled? Item needed from you is: 1. Engineering design for retaining wall blocks used. Please let me know the update. Permit applications expire within 180 days if there is no movement in acquiring needed items. Thank you, Dave Oicles Permit Services Coordinator Planning, Community, & Economic Development City of Anacortes 360-293-1901 2 NOV _1,8 2019 STURDY ENGINEERINGITY OF ANACORTES CORPORATION Civil • Structural Date: November 18, 2019 Job No. 2012-001-GS FILE COPY RETAINING WALL DESIGN For CITY OF ANACORTES Mike & GIgNG & BUILDING DEPT: APPROVED PLANS RetainingpW l ..placement ,gp_2oi .- 4502 Ring ay Place 'f62- 4 Anaco es ashin ton 7©�/�� S JECT TO FIELDn lNSr CTIO.J. APPROVED PLANS Building Code SHALL NOT BgALIES V i iHOUT AUTHORIZATION. Seismic Design Category: Ss Si - Wind: 110-mph Exp 'B' Roof Snow/ Roof Dead: N/A Floor Live/ Floor Dead: N/A Required Soil Bearing: 1,500-psf Note: Sturdy Engineering Corporation does not assume any liability for elements that are not specifically addressed in this analysis. This report is valid only for the specific project shown above and herein. Any sheets, which are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendum). Contents: Page QL STVR 0P Wall Vertical Supports 1 - 7 ov wAs�j O� Whaler Analysis 8 - 9 �ti c Anchor Data (Reference Only) -T • r(0 Structural Drawings S1 - S2 ` 4p4, � CISTERv 4Z?SIONAL Copyright SEC 2019 t l l!8)2419 7168 San Juan Hill Lane • Anacortes,Washington 98221 • Phone: (360) 299-2511 • Fax: (360) 299-2698 E-mail: sturdy@sturdyengineering.com Walker Retaining Wall Replacement 4502 Kingsway PI.Anacortes,WA 1/13 4:60ova I go-psP 1 p FX=456,4 lb B0:\ 65PSP/P Am FX=1458 lb X a Front.. Walker Retaining Wall Replacement 4502 Kingsway PI. Anacortes, WA 2/13 STURDY ENGINEERING CORPORATION Gary Sturdy \\READYSHARE\USB_Storage\Sturdy Engineering Projects\2012-001 Walker\Pole wall.vap Friday, November 15, 2019 10:20 AM t 1 1 • `C pug,c,�r -c,. Cali CCU` c V,Lr41-:eJ 4 )ti 2_-$ if Below Anchor: Results --------- -------- - - - - i - - - - ._ __ _._. . ;Beam . . ._ _ - ._i iConfiguration Axial Beam Type: Simply Supported € Has Bolt Holes: True I Manual Kz: False Loading Pattern: Uniform # bolts: 1 I Kz Sidesway?: False Hole Diameter: 0.1667 ft Manual Ky: False Tension Flange On Bottom?: False Multi-piece Lams: False Ky Sidesway?: False I Override Lbi?: False — End Notch Type: No Notches C-Factors Overrides Moisture Condition: Dry Service Condition , Override CF: False Temp. Range: T <= 100F I Override CI: False Wet Service Factor, CM: Calculate Override CL: False Deflections Temperature Factor, Ct: Calculate Override CP: False Strong (dy): None Incising Factor, Ci: Calculate ! Override CV: False Weak (dz): None Repetitive Member Factor, Cr: Ignore Override Ccs: False Buckling Stiffness Factor, CT: Ignore Override Cct: False Curvature Factor, Cc: 1 Override Cfu: False Pole/Pile Treatment: Air Dried Override CIs: False Pole/Pile Group Count: 1 Override Cyr: False Material Overrides Override Ft(Poles & Piles): False Neglect Size Constraints?: False Wood _ - - - __ - - Material: Hem-Fir-No.2 Bracing E Specification: NDS 2018 LRFD Constraints Lateral Top (+y): Continuous Overstrength?: False Limit Depth?: False Live Load Reduction: None Lateral Bottom (-y): Continuous Limit Width?: False Disable Checks?: False Strong (z): Unbraced Check Level: Each Limit State Below Anchor Combined Check f 'Member I Section I Result Case I Demand Capacity I Code Reference=I Unity Check I , Details Fx = 10.58 lb, KLz = 1 ft, F KLy = 0 ft, Lb = oft, I Mz = 0 lb-ft, My = -365.1 lb-ft, j E'min = 9.62E+07 psf, Fbz* = 139530 psf, Fbz** = 139522 psf, Fby* = 153483 psf, COL003 SS 4x12 1. 1.4D+1.6H 0.179 1.000 3.9-1 0,179 Fby** = 153483 psf, CM(Ft) = 1, Ct = 1, CF(Ft) = 1, Ci = 0.8, Kf = 1.76, 4) = 0.8, CM(E) = 1, CT = 1, Cfu = 1, CM(Fb) = 1, CL = 0.9999, I CF(Fb) = 1.1, Cr = 1, Lambda = 0.6, Kz = 1, } - 1 Below Anchor: Axial Check Member 1 Section Result Case Demand fa Capacity Fa Code Reference Unity Check 1 Details psf psf 1Fx = 10.58 lb, CM(Ft) = 1, lCt = 1, CF(Ft) COL003 ( CFFt - 1, SS 4x12 1. 1.4D+1.6H 38.707 78382.080 3.8.1 ! 0.000 I I G = 0.8, Kf = 2.7, = 0.8, Lambda = 0.6 Li I VisualAnalysis 18.00.0009, Advanced :.„'...'1,_ E www.iesweb.com . S Page 1 of 5 Walker Retaining Wall Replacement 4502 Kingsway PI. Anacortes, WA 3/13 STURDY ENGINEERING CORPORATION Gary Sturdy \\READYSHARE\USB_Storage\Sturdy Engineering Projects\2012-001 Walker\Pole wall.vap Friday, November 15, 2019 10:20 AM Below Anchor: Weak Flexure Check Member Section Result Case Demand fby Capacity Fby 1 Code 1 Unity Check Details psf psf Reference My = -365.1 lb-ft, E'min = 9.62E+07 psf, CM(E) = 1, Ct = 1, i Ci = 0.8, CT = 1, !COL003 !SS 4x12 1. 1.4D+1.6H -27467.294 153483.137 3.3-1 0.179 Cfu = 1, Kf= 1.76, I CL = 1, CF(Fb) = 1.1, ,Cr = i, Lambda = 0.6 Below Anchor: Weak Shear Check Member Section Result Case Demand fvz Capacity Fvz Code Unity Check Details psf psf Reference . I V = -715.3 lb, CM = 1, ,COL003 SS 4x12 7. 0.9D+E+1.6H -3923.899 27993.60013.4-1 0.140 Ct - 1, Ci = 1, Kf = 2,88, 4) = 0.75, Lambda = 0.6 Between Anchors: Results Axial Beam Beam Type: Simply Supported Configuration Manual Kz: False Loading Pattern: Uniform Has Bolt Holes False Kz Sidesway?: False Tension Flange On Bottom?: False Multi-piece Lams: False Manual Ky: False Ky Sidesway?: False Override Lbi?: False End Notch Type: No Notches C-Factors Overrides Moisture Condition: Dry Service Condition Override CF: False Temp. Range: T <= 100F Override CI: False Wet Service Factor, CM: Calculate Override CL: False Deflections , Temperature Factor, Ct: Calculate Override CP: False Strong (dy): None Incising Factor, Ci: Calculate Override CV: False Weak (dz): None Repetitive Member Factor, Cr: Ignore Override Ccs: False Buckling Stiffness Factor, CT: Ignore Override Cct: False Curvature Factor, Cc: 1 Override Cfu: False Pole/Pile Treatment:Air Dried Override CIs: False tiM- ` Pole/Pile Group Count: 1 Override Cvr: False Material Overrides Override Ft (Poles & Piles): False Neglect Size Constraints?: False Wood._-. _ __ -- --- - -- -__ __ --- - - - - - _ ---- ---_.___ _ Material: Hem-Fir-No.2 Bracing Specification: NDS 2018 LRFD Constraints Lateral Top (+y): Continuous Overstrength?: False Limit Depth?: False Live Load Reduction: None Lateral Bottom (-y): Continuous Limit Width?: False Disable Checks?: False Strong (z): Unbraced L Check Level: Each Limit State I VisualAnalysis 18.00.0009, Advanced www.iesweb.com '`"6 Page 2 of 5 Walker Retaining Wall Replacement 4502 Kingsway PI. Anacortes, WA 4/13 STURDY ENGINEERING CORPORATION Gary Sturdy \\READYSHARE\USB_Storage\Sturdy Engineering Projects\2012-001 Walker\Pole wall.vap Friday, November 15, 2019 10:20 AM Between Anchors: Combined Check I Member I Section I Result Case I Demand I Capacity I Code Reference I Unity Check I Details Fx = -89.12 lb, KLz = 7 ft, KLy = 0 ft, Lb = 0 ft, Mz = 0 lb-ft, My = 1901 lb-ft, FcE1 = 1418188 psf, FcE2 = 790655627520 psf, FbE = 1.15E+08 psf, E'min = 9,62E+07 psf, Fbz' = 139522 psf, ,COL004 SS 4x12 1. 1.4D+1.6H 0.932 1,000 3.9-3 0.932 Fby' = 153483 psf, CM(E) = 1, Ct = 1, Ci = 0.8, CT = 1, Cfu = 1, Kf = 1.76, 4 = 0.85, CM(Fb) = 1, CL = 0,9999, CF(Fb) = 1.1, Cr = 1, Lambda = 0.6, - --- - ------. Kz = 1, Ky = 1 Between Anchors: Axial Check Member Section Result Case I Demand fa 1 Capacity Fa Code Reference Unity Check 1 , ' Details psf psf ' i Fx = -121.71b, KLz = 7ft, KLy = 0 ft, Fc* = 194089 psf, FcE = 1418188 psf, CM(Fc) = 1, Ct = 1, CF(Fc) = 1, COL004 SS 4x12 1. 1.4D -445.133 188321.659 3.6.3 0.002 Ci = 0,8, Kf = 1.76,. (I) = 0.85, CP = 0.9703, CM(E) = 1, CT = 1, Cfu = 1, Lambda = 0.6, I Kz = 1, Ky= 1 Between Anchors: Weak Flexure Check Member Section , Result Case Demand fby Capacity Fby Code Unity Check Details psf . psf Reference . My = 1901 lb-ft, E'min = 9.62E+07 psf, CM(E) = 1, Ct = 1, ,COL004 SS 4x12 1. 1.4D+1.6H 142988.141 153483,137 3.3-1 0.932 Ci = 0,8, CT = 1, Cfu = 1, Kf = 1.76, 4) = 0.85, CM(Fb) = 1, CL = 1, CF(Fb) = 1.1, i _ Cr = 1, Lambda = 0.6 Between Anchors: Weak Shear Check Member Section . Result Case Demand fvz Capacity Fvz Code Unity Check Details • psf psf Reference V = 1617 lb, CM = 1, Ct = 1, Ci = 1, COL004 SS 4x12 7. 0.9D+E+1.6H ( 8869.647 27993.600 3.4-1 0.317 Kf = 2.88, 0 = 0.75, Lambda = 0.6 Fence: Results - Axial Beam ' figuration Manual Kz: False Beam Type: Simply Supported ICon Loading Pattern: Uniform Has Bolt Holes: False Kz Sidesway?: False Tension Flange On Bottom?: False Multi-piece Lams: False Manual Ky: False Ky Sidesway?: False Override Lbi?. False - End Notch Type: No Notches _.- li ' III VisualAnalysis 18.00.0009, Advanced www.iesweb.com ' . 5 Page3of5 Walker Retaining Wall Replacement 4502 Kingsway PI. Anacortes, WA 5/13 STURDY ENGINEERING CORPORATION Gary Sturdy \\READYSHARE\USB_Storage\Sturdy Engineering Projects\2012-001 Walker\Pole wall.vap Friday, November 15, 2019 10:20 AM Fence: Results (continued) C-Factors Overrides Moisture Condition: Dry Service Condition Override CF: False Temp. Range: T <= 100F Override CI: False Wet Service Factor, CM: Calculate Override CL: False Deflections Temperature Factor, Ct: Calculate Override CP: False Strong (dy): None Incising Factor, Ci: Calculate Override CV: False I Weak (dz): None Repetitive Member Factor, Cr: Ignore Override Ccs: False Buckling Stiffness Factor, CT: Ignore Override Cct: False Curvature Factor, Cc: 1 Override Cfu: False Pole/Pile Treatment: Air Dried Override Cls: False Pole/Pile Group Count: 1 Override Cyr: False Material Overrides Override Ft (Poles & Piles): False • Neglect Size Constraints?: False Wood -- ----- ----- --------- ---_—.._-------- - --- -- _ ___----- -, Material: Hem-Fir-No.2 Bracing Specification: NDS 2018 LRFD Constraints Lateral Top (+y): Continuous Overstrength?: False Limit Depth?: False Live Load Reduction: None Lateral Bottom (-y): Continuous Limit Width?: False Disable Checks?: False Strong (z): Unbraced Check Level: Each Limit State Fence: Combined Check Member Section . I Result Case I Demand I Capacity I CodeReference I Unity.c eck I Details I ' Fx = -40.82 lb, KLz = 4.5 ft, I KLy = 0 ft, Lb = 0 ft, Mz = 0 lb-ft, My = -253.1 lb-ft, FcE1 = 3431665 psf, FcE2 = 790655627520 psf, FbE = 1.15E+08 psf, E'min = 9.62E+07 psf, COL002 SS 4x12 4. 1.2D+W+L+0.5Lr »+X 0.074 1.000 3.9-3 0.074 Fbz� = 232527 psf, Fby = 255805 psf, CM(E) = 1, Ct = 1, Ci = 0.8, CT = 1, Cfu = 1, Kf = 1.76, 4) = 0.85, CM(Fb) = 1, CL = 0.9999, CF(Fb) = 1,1, ( Cr = 1, Lambda = 1, Kz _ 1, Ky _ Fence: Axial Check Member Section Result Case Demand fa Capacity Fa Code Reference Unity Check Details psf psf Fx = -47.63 lb, KLz = 4.5 ft, KLy = 0 ft, Fe* = 194089 psf, FcE = 3431665 psf, CM(Fc) = 1, Ct = 1, CF(Fc) = 1, COL002 SS 4x12 1. 1.4D -174.182 191817.619 3.6.3 0.001 Ci = 0.8, Kf = 1.76, 4 = 0.85, CP = 0.9883, 1 t CM(E) = 1, CT = 1, Cfu = 1, Lambda = 0.6, Kz = 1, Ky = 1 l VisualAnalysis 18.00.0009, Advanced :'N 1'f E www.iesweb.com : S Page 4 of 5 Walker Retaining Wall Replacement 4502 Kingsway PI.Anacortes,WA 6/13 STURDY ENGINEERING CORPORATION Gary Sturdy \\READYSHARE\USB_Storage\Sturdy Engineering Projects\2012-001 Walker\Pole wall.vap Friday, November 15, 2019 10:20 AM Fence: Weak Flexure Check Member Section Result Case Demand fby Capacity Fby Code lUnity Check Details psf psf Reference My=-253.1 lb-ft, E'min=9.62E+07 psf, I I CM=(E)0.8=,1CT= 1,,Ct=1, COL002 ISS 4x12 4.1.2D+W+L+0.5Lr»+X 19043.265 255805.229 3.3 1 Ci 0.074 Cfu= 1,Kf=1.76, 4)=0.85,CM(Fb)= 1, CL= 1,CF(Fb)=1.1, — 1 ,Cr= 1 Lambda= 1 Fence:Weak Shear Check Member Section I Result Case Demand fvz Capacity Fvz (Code Reference) Unity Check I Details psf psf I Il V=1125 lb,CM= 1, COL002 SS 4x12 5.0,9D+W»+X 617.143 46656.000 3.4-1 I 0.013 Ct= 1,Ci 1, f I Kf=2.88, =0.75, Lambda= 1 a I VisualAnalysis 18.00.0009,Advanced s E www.iesweb.com $ Page 5 of 5 Walker Retaining Wall Replacement 4502 Kingsway PI.Anacortes,WA 7/13 STURDY ENGINEERING CORPORATION Gary Sturdy \\READYSHARE\USB_Storage\Sturdy Engineering Projects\2012-001 Walker\Pole wall.vap Friday,November 15, 2019 10:08 AM Node Results Node Result Case DX DY FX ll FY MZ ft ft lb I . lb . ., lb ft a IN002 H _..IoP ay,Q _ _ 0.000 0.000 493.472 "„ 0.000 0.0 1— — tl- - ----r - -- _.. 00 1525.278 0.000 0.0001 N004 H 0.000� 0.000' �_ ^ �. C P /PJ�- .' • .2 VisualAnalysis 18.00.0009,Advanced E www.iesweb.com S Pagel of 1 Walker Retaining Wall Replacement 4502 Kingsway PI. Anacortes, WA 8/13 COMPANY PROJECT fit R Sturdy Engineering o d Wo r k s® 7168 San Juan Hill Lane Anacortes, WA 9-2511 WO Nov 295, 2019 09:21 Top Whaler SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL No 500.0 p1E Self-weight _Dead Full UDL - No 8.5 elf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : f 10'-1.68" 1 . 0' 5'-0.59" 10'-1.18- tinfactored: Dead 973 3210 9.3 Factored: Total 973 3210 973 Bearing: Capacity Beam 1519 3219 1519 Support - 3210 - Des ratio Beam 0.64 1.00 0,64 Support - 1.00 - Load comb 01 41 ` 41 Length 0.50* 0.68 0.50* Min req'd 0.50* 0.68** 0.50* Cb - 1.00 1.55 1.00 Cb min. 1.00 1.55 1.00 Cb support - 1.00 - Fcp sup - 625 - *Minimum bearing length setting used: 1/2" for end supports "Minimum bearing length governed by the required width of the supporting member. Timber-soft, Hem-Fir, No.2, 6x8 (5-112"x7-1/2") Supports: 1,3-Non-woad; 2-Timber-soft Beam, D.Fir-L No.2; Total length: 10'-1.68";Clear span: 5', 5'; volume= 2.9 cu.ft.; Post and timber Lateral support; top= at all supports, bottom= at all supports;Oblique angle: 90.0 deg; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design (t f Shear x-x fv 0 Fv' - 126 psi fv/Fv' = 0.0 y-y fv = 49 Fv' = 126 psi fv/Fv' = 39.2C45 41, Vi (' y\ 0 t '7 Bending(+) x-x fb = 0 Fb' = 517 kip-ft fb/Fb' = 0.0 y-y fb = 289 Fb' = 517 kip-ft fb/Fb' = 55.9 Bending(-) x-x fb = 0 Fb° = 517 kip-ft fb/Fb' = 0.0 y-y fb = 514 Eb' =51749 kip-ft fb/Fb' = 99.4 Dead Defl'n 0.03 = <L/999 Live Defl'n negligible Total Defl'n 0.04 = <L/999 0.25 = L/240 in 16.1 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC4 Fvy' 140 0.90 1.00 1 .00 - - - - 1.00 1.00 - 1 Fby' 575 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 1 Fby'- 575 0.90 1.00 1.00 1.000 1.000. 1.00 1.00 1.00 1.00 - 1 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - C' 1.1 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.40 million 1.00 1.00 - - - - 1,00 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear : LC lit = D only, V max = 1605, V design = 1358 lbs Bending(+) : LC 01 = D only, M = 912 lbs-ft Bending(-1: LC #1 = D only, M = 1621 lbs-ft Deflection: LC 01 = D only (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EIy = 114e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.6 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Walker Retaining Wall Replacement 4502 Kingsway PI. Anacortes, WA 9/13 • COMPANY PROJECT Sturdy Engineering 7168 San Juan Hill Lane U Anacortes, WA 3 r No 15, 2 11;. � Nov. 15019 09:22 Bottom Whaler "'`i` SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End Loadl Dead Full UUL No 1500.0 p1f Self-weight _Dead _Full UDL No 8.5 _plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12`-5.04" - f • • ' ., r '. , . ,- - • - - '+ ,'.-',«-t-„,sJ r!TYH'.`.1.;tv rya --'Y A,, L9:? -• / •'S- r "y.= t� -� ~„`.^ t•ir F c :i - ',,,1r1 ,,;r7 i .T . - ' - .+--.. h. j- yi, �ilt; ::..-:".;:f-j•iti+t a-�,7 +i r�� 71,k4tri4:1:h,'7o4 Y , ^, 3 °' . 4- • ,yFr:�+ v T• s.- e• .- �i .' �t [ f" s r rY� a;3...•..+c. . �C v,r a.-,,w, .,•t. ,4• �t1:_b•t•t 4. :+ti7- � , - � _•'- ,, . I • • •r..: r �'-• :��; � . t : � �.,,., i f �•. 5`��Le:+ � "z• y-� r•�H,•a- _. ,�� , .:.�Fifi .4♦.- . - � , -. - • . • .,,tt .3 i•--s . ' ..i �y2L �f %r .•••-i • 11� , rr .. rr�K �r. �'• 3 , ; #...t....Ltait61...1..C..4:-.z.,,,,,__ - . ____,; � .•� . - .. :tilA ► a .rb 4. . 351► y,_.. ..».�ti�-��_ �'�n ,_;sie ..e. ,._ g 0' 3'-1" 6'-2.21" 9'-3.43" 12'•4.43" Unfactored: Dead 1864 5326 4357 5326 1864 Factored: Total 1864 5326 4357 5326 1864 Bearing: Capacity Beam 1864 5326 4357 5326 1864 Support - 6461 4967 6461 - Des ratio Beam 1.00 1.00 1.00 1.00 1.00 Support - 0.82 0.88 0.82 - Load comb 01 01 #1 ill III Length 0.61 1.38 1.06 1.38 0.61 Min req'd 0.61 1.38 1.06 1.38 0.61 Cb 1.00 1.27 1.35 1.27 1.00 Cb min 1.00 1.27 1.35 1.27 1.00 Cb support - 1.00 1.00 1.00 - - F9.13 sup _ 625 625 625 - Timber-soft, Hem-Fir, No.2, 6x8 (5-112"x7-1/2") Supports: 1,5-Non-wood;2,3,4•Timber-soft Beam. D.Fir-L No.2; Total length: 12`-5.04"; Clear span: 3', 3', 3', 3';volume= 3.6 cu.ft.;Post and timber Lateral support:top=at all supports. bottom= at all supports;Oblique angle:90.0 deg; Analysis vs. Allowable Stress and Deflection using NDS 2016 Criterion Analysis Value Design Value Unit Analysis/Design (t y{ 2. Shear x-x fv = 0: V Fv' = 126 psi fv/Fv' = 0.0 te !�1fv 75 Fv' = 126 si fv/Fv' = 59.3f Y Y P Bending(+) x-x fb = 0 Fb' = 517 kip-ft fb/Fb' _ 0.0 y-y fb = 350 Fb' = 517 kip- ft fb/Fb' = 67.7 Bending(-) x-x Ell- = .0 Fb' = 517 kip-ft fb/Fb' = 0,0 y-y fb- = 489. Fb' =51749 kip-ft fb/Fb' = 94,5 Dead Defl.'n 0.01 = <I,/999 Live Defl'n negligible Total Defl'n 0.02 = <L/999 0.15 = L/240 in 12.9 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC0 i Fvy' 140 0.90 1.00. 1.00 - - - 1.00 1.00 - 1 ,, Eby.' 575 0.90 1.00 1.00 1.000 1.000 1.00 1.00: 1.00 1.00 - 1 41 ag .4 e; A tIc.,14„! r.4.5 vii.0Ls) F, b '- 575 0.90 1.00 1.00 1.000 1.000 1.00 1.00' 1.00 1.00 - .1 Y Fcp' 405 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.1 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.40 million 1.00 1.00 - - - - 1.00 1.00 1 CRITICAL LOAD COMBINATIONS: Shear : LC 01 = D only, V max = 2825, V design = 2055 lbs Bending(+) : LC ill = D only, M = 1104 lbs-ft Bending(-) : LC 01 = D only, M = 1542 lbs-ft Deflection: LC 01 = D only (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015. CALCULATIONS: Deflection: EIy = 114e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow,,.) Total Deflection = 1,50(Dead Load. Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3..Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Walker Retaining Wall Replacement 4502 Kingsway PI. Anacortes, WA 10/13 About Us Product Information Holding Capacities Resource Center Contact General Holding Capacities >>> Blow MR-68 MR-88 MR-4 MR-3 MR-2 MR-1 MR-SR Soil Description Count(N) Ultimate: Ultimate: Ultimate: Ultimate: Ultimate: Ultimate: Ultimate: 5 kips 10 kips 16 kips 20 kips 40 klps 40 kips 40 kips Very dense/cemented sands 60-100+ 5(1,3) 10(1,3) 16(1,3) 20(1,3) 28-40 ,3,4) 40(1,3) 40 (1,3,5) Coarse gravel and cobbles _ Dense fine compacted sands 45-60 3-4(2,3,4) 6-10(2,3,4) 9-16(2,3,4) 17-20(2,3,4) 21-28(2,4) 36-40(1,3,4) 40(1,3) very hard silts or clays Dense clays,sands and gravels 35-50 2.2-3(4) 4-6(4) 6-9(4) 12-18(2,4) 15-22(2,4) 24-36(2,4) 32-40(2,3,4) hard silts and clays Medium dense sandy gravel 24-40 1.5-2(4) 3-0(4) 4.5-5.5(4) 9-14 (4) 12-18(4) 18-20(2,4) 24-34(2,4) stiff to hard silts and clays Medium dense coarse sand and sandy gravel 14-25 1.1-1.5(4) 2-3(4) 3,5-4.5(4) 7-9(4) 9-12(4) 15-20(4) 18-24(4) stiff to very stiff silts and clays Loose to medium dense fine to coarse sand ( ) ( ) ( ) { ) 07-10 { ) ( )RS G firm to stiff clays and silts7-14 0.9-1.2 4 1.5-2.5 4 2.5-4 4 5-8 4 10-15 4 14-18 4Loose find sand,alluvium,soft clays 4-8 0.6-1.0 4 0.9-1.5 4,6 1.5-2.5 4 3-S 4 6 8-12 46 9-14(4,6)4. �+ -�''fine saturated silty sand ( ? ( ) O ( � ) ( ) Peat,organic silts: 0-5 -5 0.2-0.9(4,6) 0.3-1.5(4,6) 0.8-3(4,6) 2-5(4,6) 3-8(4,6) 4-12(4,6) Inundates silts fly ash 1. Drilled pilot hole required for efficient installation 2. Ease of installation may be improved by drilling a pilot hole 3. Holding capacity limited by ultimate strength of anchors 4. Holding capacity limited by soil structure 5. Not recommended in these soils 6. Wide variation in soil properties reduces prediction accuracy. Pre construction field test is recommended For Marine Application Holding Capacities click here. For Utility Application Holding Capacities click here. Walker Retaining Wall Replacement 4502 Kingsway PI. Anacortes, WA 11/13 SPEC SHEETS > ,{ p P /N : 51432-ODA SOCKET ADAPTER EXTENSIONS COUPLER RADIUS TIP 1:25[31.6]HEX 5[31.81 HEX Sb 1.25E31.61 SEE COUPLER r1.? --I NOTE T7t-t 1t 1 w1 I I Is n^ 18.63E219t1 SOCKET ADAPTER•SG EXTENSIONS COUPLER RADIUS TIPS VARIOUS SIZES TO FIT SG-2-33 3'(0,9M) LENGTH SG-4- 01,15(44.5) SG-3-30 3'(0.9M)LENGTH BLUNT TOOL DIAMETERS SG-2.72 6'(1.8M)LENGTH SG-4 MD (OPTIONAL)- 41.88(47.6j SG-3-72 6'(1.8M) LENGTH 2.5"-3.5"(63MM-89MM) SG-2.96 8'(24M)LENGTH SG-4 ND(OPTIONAL)- 01.93(49.0) SG,3-96 8'(2.4M)LENGTH TO COUPLE: TURN DRIVE STEEL COUNTERCLOCKWISE AS VIEWED FROM ABOVE. TO UN COUPLE: PULL BACKWARD AND ROTATE CLOCKWISE AS VIEWED FROM ABOVE. NOTE 1)THIS SYSTEM SHOULD BE USED WITH BOOM MOUNTED DEMOLITION(PAVEMENT BREAKER)HAMMERS.A BLUNT TOOL IN.THE IMPACT HAMMER IS REQUIRED. ANY FORM OF A POINT IS UNACCEPTABLE. NOTE 2) MAXIMUM ALLOWABLE IMPACT ENERGY FOR THIS SYSTEM IS 350 FT•LBS(407J). FOR LARGER HAMMERS.THE SG150 DRIVE STEEL SYSTEM SHOULD BE USED NOTE 3)6'AND SHORTER DRIVE STEEL LENGTHS ARE CONSIDERED OPTIMUM FOR THIS SYSTEM.8`LENGTHS REQUIRE EXTRA OPERATOR CARE TO MAINTAIN ALIGNMENT AND NOT TO USE EXCESSIVE CROWD FORCE. THE SG 150 DRIVE STEEL SYSTEM IS HEAVIER AND STIFFER AND IS RECOMMENDED FOR 8'LENGTHS. NOTE 4)THE WRENCH FLATS ON THIS SYSTEM ARE DESIGNED FOR 24'(600MM)ADJUSTABLE WRENCHES. NOTE 5).ALL MANTA RAY DRIVE STEEL UTILIZES LEFT HANDED STINGER THREADS. THIS PATENTED THREAD FORM REDUCES HEAT BUILD UP IN COUPLERS. A BF 06/11/13 REV. BY DATE Mad,Oa?wear. Avcrt,Ala sta DIMENSIONS: FOR SIGHT INCHES(MM) a/-PRooUcTs 4,M11 f I 6430 EAST 49TH DRIVE PROPRIETARY AND CONFIDENTIAL COMMERCE CITY, COLORADO 80022 THIS DOCUMENT AND THE INFORMATION IT CONTAINS IS THE SOLE PROPERTY OF MACLEAN POWER„LLC dba TTTIE MANTA RAY SG FORESIGHT PRODUCTS.IT IS NOT TO BE COPMED OR REPRODUCED IN WHOLE OR PART.NOR IS THE DRIVE STEEL FOR INFORMATION TO BE RELAYED TO ANY OTHER INDIVIDUAL COMPANY WITHOUT THE WRITTEN MOUNTED BREAKERS PERMISSION FROM MACLEAN POWER,LLC.dbc# REV. FORESIGHT PRODUCTS.ACCEPTANCE OF THIS PART NUMBER 51432-O DA A DOCUMENT CONSTITUTES AGREEMENT TO THESE RESTRICTIONS. SCALE1:20 [SHEETENUMOE11:1 OF 1 8 Walker Retaining Wall Replacement 4502 Kingsway PI. Anacortes, WA 12/13 PAPER SIZE CATALOG NUMBER A E01 10 MEASURE ANCHOR DEFLECTION AT TOP OF LL-I ASB WITH RESPECT TO A NON MOVING REFERENCE POINT LL-I ASB ADAPTER SETTING BAR TAPE MEASURE OR ENGINEER'S SCALE SEE NOTE 1 : LL-1TJ TAPERED JAW SET MEASURE THIS GAP SEE NOTE 1 _____E-• CONTROL VALVE HANDLE --f— c. LL-I FPM JACK ASSEMBLY FORCE GAUGE KNIFE EDGES LL-1 BP BASE PLATE TOWARD POLE TO BE GUYED 1 j `'"a.; 1s;,. � :' iciD/' r SMALL ANGLE IRON , CROSS MEMBER LARGE ANGLE IRON CROSS MEMBER STOPS -,. ". "4 • i• PROOF TEST PROCEDURE: �, i ' ,��q iF'„t< a Y"V. i'" ` 1)SET BYPASS VALVE TO DESIRED PROOF TEST VALUE 4-"'11' r s it's'`' ,c#'.?4,:q'' of Tak 2) HOLD CONTROL VALVE COMPLETELY OPEN `1 ; :, � t il 3)MEASURE DEFLECTION AT BEGINNING AND END OF REQUIRED TIME �T 4)SUBTRACT BEGINNING DEFLECTION FROM ENDING DEFLECTION t % ,, w1R ‘ S 47 5)THIS DIFFERENCE IS THE ANCHOR MOVEMENT `1, 'S x;-�,. ti.• :, .,\1 Y , 6)COMPARE TO ALLOWABLE MOVEMENT. _ 1•-• { NOTES: ,- r. ; 4;4• ° ` V' /; 2a '� i J. tt ' %`' 1) FOR NON-CRITICAL ANCHOR APPLICATIONS SOME INSTALLERS USE A :.,A4t/...‘,414:4 `,*. ,=,, ' '` ";' _ 4' t° ,•:i>k, TAPE MEASURE AND MONITOR THE MOTION OF THE CYLINDER TO 1<� + r''A ' '� e- f { INDICATE ANCHOR MOVEMENT BE AWARE THAT SLIP BETWEEN THE ;F� t` •,ti, }% �, Y r.,, 4;ii':� „ ��; � 1/4 ,�x LL-1 ASB AND THE JAWS OR SINKING OF THE BASE CAN BE A FALSE' rr 5:' `.> ."+'� ,ti 'a t� ,d INDICATOR OR ANCHOR MOVEMENT. '1'.1',1.:*;-,.'k,1- ,;4: 4-1,P".;i.,.1-" *.k7,-.,:1/4..t.11.1`".a. -1z4." :17,4' ,orktio, L ?• i DRAWING NUMBER: EO 1 10 This drawing contains confidential information that is SHEET NRMG: 1 OF the property of MacLean Power, L.L.C. ("MacLean"). I Use of MacLean's confidential information without MACLEAN PRODUCT DESCRIPTION MacLean's express written consent is strictly prohibited and may expose you to legal liability. If you believe POWER PROOF TESTING USING that you received this material in error, please destroy SYSTEMS LL-1 ANCHOR LOCKING KIT it or return it to"MacLean Power, L.L.C., 11411 Addison Street, Franklin Park, Illinois 60131,"USA." www.macleanpower.com DRAWN BY: DATE: JD 07/05/13 10 Walker Retaining Wall Replacement 4502 Kingsway PI. Anacortes, WA 13/13 Galvanized Ductile Iron Anchors MR-SR I 40,000 lbs (178 Kn) Utilimate Strength Anchor—Working loads(2-1 safety factor) 12.5o(317,5} 20,000 lbs (89Kn). This is the largest of the most commonly used MANTA RAY anchors. It Is hot dipped galvanized and designed to be used in "softer" soils. It acceptsMi anchor rods .625" (16 mm) to 1.0" (25 mm). ry' } 17.25I[436-6} 1 "41 4,43[112.1) .=1".'.C1i'. :11 I r: MR-1 T 40,000 lbs (178 Kn) Utilimate Strength Anchor— Working loads (2-1 safety factor) 'no(177)3) S 20,000 lbs (89Kn).This is anchor is hot dipped galvanized and designed to be used in r normal/medium soils. It accepts anchor rods .625" (16 mm) to 1.0" (25 mm). F------14.44(14&8I allie CI nab 4,43[112.4} i ii:.IIr i::%�• MR-2 --- I is 3-50166.91 ♦—i 40,000 lbs (178 Kn) Utilimate Strength Anchor—Working loads(2-1 safety factor) 20,000 lbs (89Kn). This anchor is hot dipped galvanized and designed to be used exclusively in hard/dense/cobble soils. It accepts anchor rods .625" (16 mm) to 1.0" (25 mm). t 14.44(366.81 1 Moe C] /.!3(112.3) ,,. `in .a MR-3 �1•'.►1 350 88.9: � 7�� 20,000 lbs (89 Kn) Utilimate Strength Anchor—Working loads(2-1 safety factor) ""'"�'� 10,000lbs(45 Kn). It is hot dipped galvanized and designed to be used for medium loads in normal/hard soils. It accepts anchor rods.50" (13 mm)to .75" (19 mm), 11.88(301.8[----4 Oa. ., 3.961101,11 y 11 MR-4 I , 11� +•,�z•.�. �» i1L�1� 16,000 lbs (71 Kn) Utilimate Strength Anchor—Working loads (2-1 safety factor) 8,000 � . +r. . 3 � i■ . lbs (36 Kn). It is hot dipped galvanized and designed for lighter loads in normal/hard soils. It accepts anchor rods .50" (13 mm) to .75" (19 mm). (VI.41 4":eo 192,11 R ■ Aieri - um- N- MR-88 Tough light duty-anchor for maximum loads in normal/hard soils to 5,000 lbs. (22 Kn). Accepts anchor rods .50" (13mm). NT Engineering CONSULTING ENGINEERING Job No: 329-07 20177 S.Naglee Rd.,Tracy CA 95304-9447 Page 1 of 3 Te1.209-855-2614 njtapia@pacbell.net DESIGN CALCULATIONS FOR CAST-IN-PLACE CONCRETE PIER FOOTING FOR 70' ALUMINUM FLAGPOLE (HT70/HT170.HTJ) WITH 20' x 30' POLYESTER FLAG FOR L. Ph. BOLANDER & SONS, INC. 800-434-5611 BY NT ENGINEERING Tel. 209-855-2614 .c)plF 1S+0Vd ep..\4t+l . 31/11) I NT Engineering Tel 209-836-9215 Consulting Engineering Job No. 329-07 Prepared forAnglim Flags i Page 2 of 3 By- NORMAN TAPIA.. P.E. I Date: 01-24-2011 ,Project Location: 70 FOOT ALUMINUM FLAGPOLE (HT701HT1701HTJ70) Non-welded, round tapered, hollow cross section Flag Flag Flag Flag Flag Flag Gust Wind Pole Pole Design Width Length Area Wt_ Drag Material Rffect Speed Ht Material Criteria Force Factor ft ft Sq ft lb lb 1 G MPH ft Alloy . 20 30 600 116.70 282.45 Polyester 1.14 85 70 6063-T6 2010 CBC ' Pole Pole Pole Radius Area Moment ' Section Pole Modulus Comp, Tensile Shear Ht O.D, I.D of of Modulus Wt. of Yield Yield Yield Gyration Inertia _ _ Elasticity Stress Stress Stress Ft. Inches In. r Sq In fn' 4 In^3 Lb. psi Fy - psi psi psi 0.00 12.00 11.50 4.16 9.23 159-33 26.56 259.86 10x10^6 25000 25000 14000 20.00 10.56 10.06 3.65 8.10 107.57 20.38 211,96 40.00 . 7.93 7.43 1 2.72 . 6.04 44.60 11.24 150.16 . 60.00-- 5.31 4.81 1 .79 3.98 12.76 4.80 51.90 70.00 4.00 3.50 1.33 2.95 5.20 2.60 Tot. Wt. = 673.88 Segment Height 3-sec. Drag ' Height Design Length Avg Area of Wind Distance Bending Zones Gust Coeff. i Coeff. Wind of Pole segment. Force to Moment V* Cd' _ . ct�- Pressure Segment Dia Centroid feet psf ft Sq ft A. - sq ft Wp - lb L - ft Mp - ft-lb 1 0-20 96.90 0.45 0.88 9.46 20.00 0 94 '18.80 177.92 10.00 1779.16 2 20-40 96.90 0.54 0.97 12.54 _ 20.00 0.77 15.41 193.31 30.00 5799.24 3 40-60 96.90 0.90 1.09 23.43 20.00 0.55 11.04 258.61 50.00 12930 29 - 4 60-70 96.90 1.10 1.15 30.41 10.00 0.39 3.88 117.97 65.00 7668.23 Total 747.80 28 176.92 Flag 282.45 60.00 16947.19 TOTAL 1030.26 45124.10 ( !`�:,:i,7i Bending Shear Avg. Comp. Bending Shear Coeff- Combined Slenderness l Load Momment. Force r Stress Stress Stress of Stress Ratio (Pole Wt) for Pole_ ! _ Amplitic Ratio Lb. Ft-lb Lb. fa (psi) fb (psi) fv (psi) Ca _ 992.75 45124.10 1030.26 3.26 1 108 20391 _ 223 0,999 0.82 24.13 Allowable Axial Compressive Stress, Fa = 191 psi > 108 psi Allowable Bending Stress, Fb = 24000 psi > 20391 psi Allowable Shear Stress, Fv = 11330 psi > 223 psi The Stresses are well within the limits allowed Note: Wind criteria per ANSI/NAAM FP1001-07, refer to 2010 CBC Section 1609.1.1, Exception 3. • . _____, NT Engineering Tel, 209-836-9215 ,Consulting Engineering i _ _ Job No: 329-07 Prepared forAnglim Flags Page 3 of 3 By: NORMAN TAPIA, P.E. Date: 01-24-2011 .Project Location: FOOTING: Concrete Pier Design for Class 5, 2010 CBC Table 1804.2 (Poor Soil), Clay, Sandy Clay, Silty Clay. Clayey Silt, Bending Lateral Distance Pier Pier As ' Allow Lat A Required Factored srperstrengu, Moment Force h Diameter Depth Soil Big. Pier depth Shear Force Provided by M P M/P to H Mil.76/d pressure 2.34P/s 1 tb h Vu cone.(OW , ft lb lb Ft Inches Ft Sq In S1 Ft. Lb Lb 45124.10 1030.26 43.80 48-00 7.50 0.58 665.00 0.91 i..05 1442 15956 Note: Allowable lateral soil-bearing pressure per CBC Table 1804.2, Footnote d, and Section 1804.3.1. Required Pier Depth per 2010 CBC Equation 18-1. jj, ! 4.O0"0 l I 1 ! E POLE SET IN SLEEVE , Ti 1 3 12.00"0 `Y //ANN " 9 q V 4-#3 TIES° 3 , . cci V . 'SLEEVE 0, . „---'_.7= 1-3 TIES ` 1 Q . _ 12— x 7'-0" SPACED @± 1 1 ' :I r-- V ? 1"' #4 O-C• ON 42" DIA. 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G d S WALL 13.0 L7 0- CONCRETE F`+ ro, j•4 + •al: e pG KO ,A 226°3�49 �, EXISTING PAtIO 'Q 'SGI S't�' � CONCRETE WALL 12.1 ra�SsrorrAti ma tkZ Nt �WALL114 m CONCRETE - � 111 b �� 4 5,BASE 4.0 W t 70W 1 W `-. n Y. I aa- Z S o t�/�. 0It ESTIMATE 30-cV �j. �A� f-� •- c [� y W 4N � WI7HSOIL TO PROVIDE EVEN SLOPE, h`� al 1 !} FILL LOWER AREAS .. .i` • 1 p� a �a RW TOP 6.3 R�0TM 4.8 i., t Al b13 , rx v CC `rid H o :s 0.5 k, i,� rn FILL1 '8: bti,4LG V 2%SLOPE y RW Tpp 1.4 W FENCE 10.2 ! W BTM 3.5 q.TALL REMOVE EXISTING FENCE,25' E FENCE B 9 + tp RW TOP �.-...Q.w a /►�2.5 of giM ILg FILL 11.0 /I�, 70W 14.5,BASE 24) N RW TOP 9.4 WTOP 10.3 1 RW TOP B.S ;' O O RW TOP 127 11D ". LEAVE EXISTING RETAINING WALL IN PLACE RW TOP 9____•_._,.__ ' %;/ V v RTM y,.._,.---r�.e r ►S� ►a ►:^o ► ►'i-� ►..I ► RW aFM 1 nc ,W BTM 5.6 X' TA�'�1 ! W TOP 2.3 a, RW u-- '� ►�i ► ► r'-4 ►a ► --a---s=® ►d.�.y a---s io--::.I ►�,.L"_'_-�"►;� r=� r MCI_ �+ 1� 121 RW1S+�1 Mr, �}.'Z') j •W M 3.6 LL W 07M 0.2 , W Q - - ►a ► ►•I ►'w ►•4 ► ►-o r-0. ► ►-n ��►'off►ate► / 5 v� o 12.2 •60 7 j a °_ TOW S5.0,0nSE 110 - - - TOW 35.0,RASE 6A CENTER REBAft 6.2 - _ % G 5.9 LOW MS,BASE 2.5 3 O PROPERLY L 50, LSW TOE 2.3 0+ Z 1_ U1 LS W TOP 5.2 COp 1ROL 5'3sot Y Z I LSWBYMq•8 I"' LsWTOP4'3 Ls W TOP 2-4GLS eef: GI-5 W BTM 3.5 Ls W BTM 0.1 prol�t 8Y9� 001 Orman 2012' W 70F 2.4 Drawing: 2019 11'401 W TOP 3.4 Ls m 00te: 2012- ,aWBTM D.6 Si`------.�_F meet: or LSWarm 1.9 ONLOCALCONTROL ELEVAT10O HOUSE LEGEND RETAINING WALLT OT(OM �QNCRETE WALL RETAINING WwALBTOP RW TOP LL NSSCAEALPROF OD RWBTIM TOP OFF WALE?IW OSEO LS W T Epp BASE EF WALE L5 W B FILL LEVE TOW BASE FILL Q. z CO N (0N co P0LsTU9 ►�, 0 T CZ C?�(c. W As y417 N 3 • d O WO �P , Z 503 O w� ~r � Q Z �' �GISTE¢� + 6 TIMBER SCREW - 0 0 0 0 V Q j I ass/ONAL' Z a I— 4x10 HF2 PT 1"CROWN o ^ c w !if l5`06L9 NJ 0Pz I I ci: t� N 2 TOP OF WALL PER PLAN PLACE IN DIAMOND PATTERN i '- .0. q ^o Ir 1 'xi"HD GALV SIMPSON SDS I ALL CUT SURFACES MUST BE - M I , 1 -EA. 4x12 FIELD TREATED PER IRC R317.1.1 o � , AND AWPA M4 E o ro 4x12 HF2 PT — N a`0 a PP. t' 7 r.,A O O O O U p' 9 Oi � II ✓ Q IIIII I kr f I d�� � FINISH GRADE PER PLAN W '��(( / /144,t __lir— PROFILEa''yj�� 3"x3"xl/4"GALV. PLATE o- 7 / I= EXISTING GRADE = 10„ '"�°"r `!►j 3/4"0 LEAD HOLE crok 4 %"HD GALV ROD MANTA RAY MR2 ANCHORS,8 ft EMBEDMENTPRE DRILL 3/E"0 HOLE —� 6x8 HF2 PT 6x8 HF2 PT FLAT Q ' _ 0 5-ft MAXIMUM SPACING3"x3"xl/4" r\I PROO TEST TO 4,800-Ibs I '1 r"GALV. WASHER ;. GALV HEX NUTJ4x12 HF2 PT 1"OVERLAP44 J.... QNO PILOT HOLE 91 "�4 :Lucrcruji.....s:jcivl 2 (6 DRAIN HOLE -m. - L� W I EVERY 5th PLANK — 5/8"HD GALV ROD QGEO-TEXTILE FILTER FABRIC1U--------4- --L-- tiQQ �=IIGEO-TEXTILEs/8"0 ROD TO MR2 ANCHOR FILTER FABRIC (n till::it, MANTA RAY MR2 ANCHORS, PLAN 8-ft EMBEDMENT v �; 3-ft MAXIMUM SPACING a F PROOF TEST TO 8,000-lbs RETAINING WALL `o o ° O. Date: 2019-11-12 Job: 2012-001 Sheet: S2 of 2