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Home My WebLink About20210 77TH AVE NE_983242_2026 INSPECTION REPORT Permit N Lot # Address k0 — 7 jiA Contractor Gn6 Owner Date a �q —E-A-PPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0724 FOR RE-INSPECTION - 24 hour notice required. C Inspe �_ Date -?-q TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Draina,,c)e ❑ Insulation ❑ Other `.j? 0 l ' INSPECTION REPORT i Permit No.W� Lot # Address ,2:2a/0 `77 Contractor klJ4- G&_ e Owners Date ❑ APPROVAL IAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0724 FOR RE-INSPECTION - 24 hour notice required. Ale Inspector Date J TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final 11011 ❑ Masonry ❑ Drainage ❑ Insulation .514 Other from pt4) ' INSPECTION REPORT Permit No.9y.—, U XA Lot # Address Contractor • Owner �3-9'7 9� Date c APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0724 FO RE-INSPECTION - 24 hour notic requ red. Inspector Date TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other 7 (-r �� INSPECTION REPORT Permit Noq ' 32--cl-2-Lot # AddressC' Contractor Owner ALP q��,�(A L(^� Date _ Z- APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0724 FOR RE-INSPECTION - 24 hour notice required. A j Al 6Q Inspector Date TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing N:prywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other INSPECTION REPORT Permit No. —4 Lot # Address c; 262i0 i%T'L � ., Contractor OwnerIN 1z Date ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0724 FOR RE-INSPECTION - 24 hour notice required. Insp tom Date - - TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage A nsulation ❑ Other INSPECTION REPORT Permit No. 9L-2uy Lot # Address es/ 7 77- � 4i) Contractor Ownerc �C Date 2 ❑ APPROVAL ❑ ARTIAL APPROVAL ❑ VIOLATION X CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0724 FOR RE-INSPECTION - 24 hour notice required. � o � Inspector Date TYPE OF INSPECTION REQUESTED ❑ Under-floor NJ6 Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ inal ❑ Masonry ❑ Drainage ❑ Other � INSPECTION REPORT Permit No. D ) Lot # 4� Address �2c;a/D 7 �� Contractor • Owner Date '-2 ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0724 FOR RE-INSPECTION - 24 hour notice required. :z Inspector Ile Date TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other - INSPECTION REPORT 11 p Permit No. d Lot # &r • Address ContractorG✓ Owner Date /l'S APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0724 FOR RE-INSPECTION - 24 hour notice required. Inspector Date ' 34 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ roundwork ❑ Mechanical ❑ Grid Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ inal ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other ��, INSPECTION REPORT Permit No. �_,k-V-)- Lot # Address ContractorfT- • Owner �- 7 Date PROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0724 FOR RE-INSPECTION - 24 hour notice required. 1nspeWoY Date l/_2 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping Footing ❑ Drywall, Nailing ❑ Consultation Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry U Drainage ❑ Insulation `Other INSPECTION REPORT G Permit No. 7 ~' a Lot # de*Zi Address '7 7 � Contractori�w� rl s , J Owner `�1► Date la_1-9Y 9 79, APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0724 FOR RE-INSPECTION - 24 hour notice required. Inspector �" Date TYk OF INSPECTION REQUESTED Cl Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final J Masonry ❑ Drainage ❑ Insulation Other _ � � "m I ['L�Ltj t- a.Z fx n--c CLI Lil a 0 n- P. 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ON ARLI N�TCITY OF BUILDING DEPARTMENT ,,. F OCCUPANCY CERTIFICATE ® � UNIFORM BUILDING CODE SEC. 1R9 AL WORK i NOT CERTIFY ELECT NOTE:THIS CERTIFICATE DOES 98-3242 Building Permit Number At 20210 77`. Avenue -- Number of Stories occupant Load 1 x Name & Address of Owner p 29 — l<<s,� Jeff Huleahtt,MD Type of Construction USA. INll 20210 77 Street YI' VN '�• Arlington,WA 98223 Office HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH ` THE Dental B OCCUPANCY s� ENT EDITION OF THE UNIFORM BUILDING CODE FOR GROUP THE CURB ISSUED THIS Sth DAY OF April 999. f ,� BY BY BUIL N OFFICIAL `'`� FIRE OFFICIAL r: MU•I'ILATLD OR OBSCURED AND SHALL BE MAINTAINED IN LEGIBLE CONDITION AT ALL TIMNS. ix 1 AN S PUBLIC AREA AND SI IALL NOT BE RBMOVED, � `- POSTED mow. 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Engineering page 1 Huleatt Dental Building System Performance 45 if 103X71 Arch 2, 10 &100 Year Storms STAGE STORAGE TABLE CUSTOM STORAGE ID NO. 103X7145 Description: 1031IX7111 x 451f CMP Arch Pipe STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGR----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- ........................... ............................................................................. 130.00 0.0000 0.0000 131.00 410.38 0.0094 132.00 730.29 0.0166 133.00 956.67 0.0220 130.10 42.381 0.0010 131.10 449.13 0.0103 132.10 754.57 0.0173 133.10 977.45 0.0224 130.20 84.762 0.0019 131.20 487.88 0.0112 132.20 778.86 0.0179 133.20 996.57 0.0229 130.30 127.14 0.0029 131.30 524.30 0.0120 132.30 803.14 0:0184 133.30 1012 0.0232 130.40 169.52 0.0039 131.40 554.41 0.0127 132.40 827.43 0.0190 133.40 1027 0.0236 130.50 211.90 0.0049 131.50 584.73 0.0134 132.50 651.71 0.0196 133.50 1042 0.0239 130.60 254.29 0.0058 131.60 615.05 0.0141 132.60 873.55 0.0201 133.60 1058 0.0243 130.70 294.13 0.0068 131.70 645.37 0.0146 132.70 694.33 0.0205 133.70 1073 0.0246 130.80 332.88 0.0076 131.80 675.68 0.0155 132.80 915.11 0.0210 133.80 1089 0.0250 130.90 371.63 0.0085 131.90 706.00 0.0162 132.90 935.89 0.0215 12/30/98 12 : 1:47 am Two Rivers Engineering page 2 Huleatt Dental Building System Performance 45 if 103X71 Arch 2, 10 &100 Year Storms STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. OR10345 Description: Orifice 103x71 x 45 Outlet Elev: 130 . 00 Elev: 128 .00 ft Orifice Diameter: 0 .8130 in. Elev: 131 .30 ft Orifice 2 Diameter: 1.9453 in. Elev: 131 .70 ft Orifice 3 Diameter: 0 . 8320 in. STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfa-- ------- (fty ---cfe-- ------- (ft) ---cfa-- ------- (ft) ---cfa-- ------- 130.00 0.0000 131.10 0.0168 132.20 0.1373 133.30 0.2016 130.10 0.0057 131.20 0.0196 132.30 0.1444 133.40 0.2064 130.20 0.0080 131.30 0'.0205 132.46 0.1512 133.50 0.2111 130.30 0.0098 131.40 0.0537 132.50 0.1577 133.60 0.2157 130.40 0.0113 131.50 0.0679 132.60 0.1636 133.70 0.2202 130.50 0.0127 131.60 0.0789 132.70 0.1698 133.80 0.2246 130.60 0.0139 131.70 0.0883 132.80 0.1755 133.90 0.2289 130.70 0.0150 131.00 0.1026 132.90 0.1610 134.00 0.2331 130.80 0.0160 131.90 0.1127 133.00 0.1664 130.90 0'.0170 132.00 0.1216 133.10 0.1916 131.00 0.0179 132.10 0.1297 133.20 0.1966 12/30/98 12 :1:49 am Two Rivers Engineering page 3 Huleatt Dental Building System Performance 45 if 103X71 Arch 2, 10 &100 Year., Storms LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (ofe) (ofe) --id- --id- c-STAGE> id VOL (cf) 2 Year atrom Dl ............ .. 0.02 0.10 103X7146 OR10345 131.24 11 603.62 cf 10 Year Storm ................ 0.06 0.16 103X7145 OR10345 131.61 12 616.39 of 100 Year Storm ........ . .... .. 0.16 0.26 103X7145 OR10345 132.54 14 859.76 cf ;__ ' +; - '+ f Sheet PROJECT NAME Dr Huleatt Dental Bldg. JOB NUMBER 98008 DATE 12/13/98 Rev 12/30/98 BY TMK STAGE STORAGE CURVE FOR ARCH CMP PIPE CURVE DATA S ource Modern Sewer Design, American Iron & Steel Institute Fig. 3-30a Arch Size Equivalent span rise Area, sf 103 71 8.46 6.33 42.4 Actual 101.5 76 Proportional Value Based on Full % of Total Rise Area Volume/If Stage, ft Elev. 0% 0 0 0.00 127.47 10% 0.0751 3.18 0.63 128.10 20% 0.16 6.784 1.27 128.73 30% 0.3 12.72 1.90 129.37 40% 0.43 18.232 2.53 130 50% 0.57 24.168 3.17 130.63 60% 0.7 29.68 3.80 131.27 70% 0.8 33.92 4.43 131.90 80% 0.88 37.312 5.07 132.53 90% 0.95 40.28 5.70 133.17 100% 1 42.4 6.33 133.80 Beginning Stage Elevation Req'd Dead Storage 820 cf Storage, cf Length, If Req'd Live Storage 855 cf Stage Elevation 45 Safety Facto 1.25 1069 cf 0% 127.47 0 Total Storage Reqd 1889 cf 10% 128.10 143.1 20% 128.73 305.28 30% 129.37 572.4 dead storage Live Storage 40% 130.00 820.44 820 0 50% 130.63 1087.56 267 60% 131.27 1335.6 515 70% 131.90 1526.41 706 80% 132.53 1679.04 859 90% 133.17 1812.6 992 -100% 133.80 1908 1088 Page 1 f / 12/30/98 1- . 1 :47 am Two Rivei_ JEngineering page 1 Huleatt Dental Building System Performance 45 if 103X71 Arch 2, 10 &100 Year Storms --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STORAGE TABLE CUSTOM STORAGE ID NO. 103X7145 Description: 1031IX7111 x 451f CMP Arch Pipe STAGE <----STORAGE----> STAGS <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- 130.00 0.0000 0.0000 131.00 410.38 0.0094 132.00 730.29 0.0168 133.00 956.67 0.0220 130.10 42.381 0.0010 131.10 449.13 0.0103 132.10 754.57 0.0173 133.10 977.45 0.0224 130.20 84.762 0.0019 131.20 487.88 0.0112 132.20 778.86 0.0179 133.20 996.57 0.0229 130.30 127.14 0.00$9 131.30 524.10 0.0120 132.30 803.14 0.0184 133.30 1012 0.0232 130.40 169.52 0.0039 131.40 554.41 0.0127 132.40 837.43 0.0190 133.40 1627 0.0236 130.50 211.90 0.0049 131.50 584.73 0.0134 132.50 851.71 0.0196 133.50 1042 0.0239 130.60 254.29 0.0056 131.60 615.05 0.0141 132.60 873.55 0.0201 133.60 1056 0.0243 130.70 294.13 0.0068 131.70 645.37 0.0148 132.70 894.33 0.0205 133.70 1073 0.0246 130.80 332.68 0.0076 131.80 675.68 0.0155 132.80 915.11 0.0210 133.80 1088 0.0250 130.90 371.63 0.0085 131.90 706.00 0.0162 132.90 935.89 0.0215 .. . _ li �: 12/30/98 12 :1:47 am Two Rivers Engineering page 2 Huleatt Dental Building System Performance 45 if 103X71 Arch 2, 10 &100 Year Storms STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. OR10345 Description: Orifice 103x71 x 45 Outlet Elev: 130 . 00 Elev: 128 . 00 ft Orifice Diameter: 0 .8130 in. Elev: 131 .30 ft Orifice 2 Diameter: 1 .9453 in. Elev: 131 . 70 ft Orifice 3 Diameter: 0 .8320 in. STAGS <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGS <--DISCHARGE---> (£t) ---cfe- ------- (ft)' ---cfe-- ------- (ft) ---cfe-- (ft) ---cfe-- -- - 130.00 0.0000 131.10 0.0188 132.20 0.1373 133.30 0.2016 130.10 0.0057 131.20 0.0196 132.30 0.1444 133.40 0.2064 130.20 0.0080 131.30 0.0205 132.40 0.1512 133.50 0.2111 130.30 0.0098 131.40 0.0537 132.50 0.1577 133.60 0.2157 130.40 0.0113 131.50 0.0679 132.60 0.1638 133.70 0.2202 130.50 0.0127 131.60 0.0789 132.70 0.1696 133.80 0.2246 130.60 0.0139 131.70 0.0983 132.60 0.1755 133.90 0.2289 130.70 0.0150 131.80 0•.1026 132.90 0.1810 134.00 0.2331 130.80 0.0160 131.90 0.1127 133.00 0.1864 130.90 0.0170 132.00 0.1216 133.10 0.1916 131.00 0.0179 132.10 0.1297 133.20 0.1966 12/30/98 12 :1 :49 am Two Rivers Engineering page 3 Huleatt Dental Building System Performance 45 if 103X71 Arch 2, 10 &100 Year. Storms LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE <--------DESCRIPTION---------> (cfe) (cfe) --id- --id- <-STAGE> id VOL (cf) 2 Year etrom D1 .............. 0.02 0.10 103X7145 OR10346 131.24 11 603.62 of 10 Year Storm 0.08 0.16 103X7145 OR10345 231.61 12 618.39 of 100 Year Storm 0.16 0.26 103X7145 OR10345 132.54 14 859.76 cf Sheet PROJECT NAME Dr Huleatt Dental Bldg. JOB NUMBER 98008 DATE 12/13/98 Rev 12/30/98 BY TMK STAGE STORAGE CURVE FOR ARCH CMP PIPE CURVE DATA S ource Modern Sewer Design, American Iron & Steel Institute Fig. 3-30a Arch Size Equivalent span rise Area, sf 103 71 8.46 6.33 42.4 Actual 101.5 76 Proportional Value Based on Full % of Total Rise Area Volume/If Stage, ft Elev. 0% 0 0 0.00 127.47 10% 0.075 3.18 0.63 128.10 20% 0.16 6.784 1.27 128.73 30% 0.3 12.72 1.90 129.37 40% 0.43 18.232 2.53 130 50% 0.57 24.168 3.17 130.63 60% 0.7 29.68 3.80 131.27 70% 0.8 33.92 4.43 131.90 80% 0.88 37.312 5.07 132.53 90% 0.95 40.28 5.70 133.17 100% 1 42.4 6.33 133.80 Beginning Stage Elevation Req'd Dead Storage 820 cf Storage, cf Length, If Req'd Live Storage 855 cf Stage Elevation 45 Safety Facto 1.25 1069 cf 0% 127.47 0 Total Storage Regd 1889 cf 10% 128.10 143.1 20% 128.73 305.28 30% 129.37 572.41 dead storage Live Storage 40% 130.00 820.44 820 0 50% 130.63 1087.56 267 60% 131.27 1335.6 515 70% 131.90 1526.4 706 80% 132.53 1679.04 859 90% 133.17 1812.6 992 -100% 133.801 1908 1088 - Page 1 a IL 4 (Doo +` co + ' V • O 1A i to I. r• ,yS 1 I Y� '• M to s . 1 1�' •� _ • . -. .. 4Y�'•- =:r-••s•. T. .• '♦ 'per � � � � � `9 :. � � >��r. K,; :.jl� �•.� �' 1 1; Yl. �ql .�.:. •'bt C_ t_� ^ � I 7��1� •� .ji t�p I ✓. Y t jl � `. l 21 AM =;1s,,1 jf i � � .1- .�. l: x• . i y~• L - q ,) i S r ;• 1{11 � •k 1t. M v o� .R �� uJ s y 000 C 3Z a i i� it Ar u y6 L Y r If 1 1� •fit �- •.�.� Y , L� ��.r•• Dom. . ^� ,a � �a r a COO o V� i ( ( *,Pl- Ak)� •T y�;:: '�•r fit_ ..a ti. r •...`11'� :r� '~ j • • ' 1 f 17♦�:. - ,.� Jai•,: �,�� tRr. 7p �: �: - _ �c v'� i i L- !.'fit �•� i• r�•ejJ tj stp ,. S o. r' s I 4 I r �yt. �r• �%j,, r� 1. •y 41 W: • • sQ; • `:tic; r r gil' • , � � �� ,, �. w Fry : �•• you � 1 �� t •.s ,jL_ 7': 1994 Washin tir State Nonresidential Erler Code m liance Form 1111m • • - 1994 Washington State Nonresidential Energy Code Compliance Form s Project Address April 1994 Project Info ate � �G For Building Department Use Applicant Name 524_ Applicant Address: ill , r Z2�s Applicant Phone: z�6 _ Z—S Project Description New Building ❑Addition ❑Alteration ❑ Change of Use Compliance Option Prescriptive ❑ ❑Component Performance ENVSTD (See Decision Flowchart(over)for qualifications) ❑ Systems Analysis Space Heat Type ❑ Electric resistance All other (see over for definitions) Total Glazing Area Glazing Area Calculation (rough opening) Gross Exterior Note:Below grade walls may be included in the (vertical& overhd) divided by Wall Area equals %Glazing Gross Exterior Wall Area if they are insulated l0 times 100 9 the level required for opaque walls. 3 S P 2/ 8 3 I oo _ 3 p, X f`0 Concrete/Masonry Option ❑Check here if using this option and if project meets all requirements for the ConcreteMfasonry Option. See Decision Flowchart(over)for qualifications. Enter requirements for each qualifying assembly in the table below. Envelope Requirements(enter values as applicable) Opaque Concrete/Mason Wall Re quirements equirements Fully heated/cooled space Insulation on interior-maximum U-factor is 0.19 \ Minimum lnsula6on R-values Insulation on exterior or integral-maximum U-factor is 0.25 /1 Roofs Over Attic - 3Q If project qualifies for Concrete/Masonry Option, list walls All Other Roofs with HC_9.0 Btu/ftl-'F below(other walls must meet q Opaque Wall requirements) Use descriptions and values Opaque Walls —1 / from Table 20-5b In the Code. Below Grade Walls Wall Description U-factor Floors Over Unconditioned Space (including insulation R-value&position) Slabs-on-Grade R Radiant Floors Maximum U-factors Opaque Doors �. 6 0 Vertical Glazing Q b Overhead Glazing O Maximum SHGC(or SC) VerticalJOverhead Glazing Semi-heated space' Minimum Insulalffon R-values Roofs Over Semi-Heated Spaces' 'Refer to Section 1310 for qualifications and requirements Notes: RECEIVED AUG 31 1998 CITY OF ARLINGTO 98 - 32 W2 III 4 I� ,' � '� v 1 �� I � I '_ �� A -- 1 i _ I - _ - � - i i ` �i � .� � ' i` I 7i/"'' I t , � � �i1 � � � ii��i u n � �� f i � � � 1994 Washln ton Sty -*e Nonresidential r- • • - • Code Com Rance Form '994 Nasrington Mate"torresiaennai Energy Coae ":imn,,inre nor • T� s Project Address 77 Space Heat Type OlC 4 Date Electric resistance Glazing Area as%gross exterior wall area % A All other For uuIldfrig Department Use Conrrete/Masonry Option 4::) Yes No Notes If glazing area exceeds maximum allowed to Tad a e then calculate adl us Target U-factors SHGC and Glazing°b will be differed= than shown below ted areas on back(over) if Concrete/Mason Refer to Table 13- for correct values ry Opt1On is used, Building Component List components by assembly ID&page to Proposed UA V-factor x Area(A) Target UAA U= � Plan ID ©` 6 b � =UA(U x A) U-factor x Area( ) U= Plan ID: .�g 72 X =UA(U x U= Plan ID: l 3 3 3 C' Glazing% Electric Resist Other Heat m U= Plan ID: 0-15% > O U= Plan ID >15 20% 040 090 0� U= Plan ID: >20 30% 0,75 U= Plan ID: not allowed 060 >30.40%U= Plan ID: not allowed 0 50 (see Table 13-1 for Conc/Mason U= Plan ID: ��66 x �!-$ = Z� � ry values o� U= Plan ID: r _c Glazing 96 Electric Resist Other Heatin a) m U= Plan ID 0-15% O80 > O U= Plan ID: 0 145 >15-20% 080 U= Plan ID: >20�0% 1 40 not allowed 1 30 U= Plan ID: 30-40% not aflowed 1 25 Z N U= �j Plan ID (see Table 13-1 for Cona a g` U= Plan ID �� 6OX Sd Masonry values) Q. G O � U= Plan ID Elect0 Resist. Other Heating R=✓? Plan ID: b36 X Z U 0 so 6sZ Ao _ 06� o Cr � R= Plan ID: i � x 6 R= Plan ID: !Oo Electric Resist Other Heating t R= Plan ID: o R= Plan ID: 0 031 0 036 O R= Plan ID: R= Plan ID: Electric Resist. Other Heating � 0.034 R= Plan ID: �� Z X Z/ 6.31- I /g X 7 0ccO��50 R= Plan ID: ! �� R= Plan ID: a, R= Plan ID: Electric Resist Other Heating Q R= Plan ID: Ordinary 0 062 R= Plan ID: Metal stud 0 11 0.14 R= Plan ID: 0.14 Conc(int) 0.19 w R= Plan ID: Conc(oth) 025 0.19 16 0.25 o R= Plan ID: CO a R= Plan ID N/A Electric Resist. Other Heating ;5 R= Plan ID: Ordinary 0.062 to R= Plan ID Metal stud 0 11 0.14 O � R= Plan ID 014 � c o u R= Plan ID �/� Electric Resist. Other Heating LL D R= Plan ID 0.029 0 056 R= � a Plan ID: a m R= Plan ID: X N 6 R= Plan ID: Electrrc Resist. !z R= Plan ID: Other Heating F=0.54 F=0.54 Totals 353 7Ds 'For CMU walls,indicate core insulation material. (see Table 13-1 for radiant floor values) For compliance: y Totals 6/3 3 1 0 gcl;) 1)Proposed Total Area shall eq ual Target Total Area,and 2)Proposed Total UA shall not exceed Target Total UA. . 1 1 •, � 1 1 � 1 L I • L'. .� • 1 1, K • O II l —I Ab, 1 City of Arlington Building Dr" r IRE DEPARTMENT K Y PERMIT # DATE: - C;(7- 99 NAME: �• „ < �F' 11,t IPA ADDRESS: r90'7 1 0 l T" Ot. M E, LEGAL: 0 00 - 00 5- - BUILDING USE: ,� ,� ` '� '� I C OCCUPANCY CLASSIFICATION: A B E F H 1 1 2 12.1131 4 1 1 2 3 1 2 1 1 2 1 3 1 4 1 5 1 6 1 7 I M R S U 1.1 1.2F2 3 1 3 1 2 3 4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-HOUR`-- - N Item inspected& completed Signature & Date: / Site Plan: Approved ,:� Denied Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: R E Knox Box: Fire extinquishers: SEP 15 1998 Hydrant: CITY OF ARLINGTON # of hydrants required: Z Location of Hydrant: �i, Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: iZ2CZ2 Date: �� `3fgfia-ture Build\fortn\fdchecklist 1 L 1 -[ 1 r V 1 A y 1ry'-1 T T ��T L +J 1 L - l.3 FT.L + - ,�� I-ITT �•I I �- I �I 1 I� -rr-� 1� r� T -I - •'_ _ I I I a L.'1 - 4 1 1 I ' - 1- 1 - 1 4L I -L. LT ;=w h-,r=Af ,L1� '■ 1 1 L_I I I II I JI r 1 - til O City of Arlington Building De =� ��"6 L PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # DATE - n ACCOUNT # NAME: ��-. ��'��` ��.) I � �'�L�1 ADDRESS: c � ?� �/ f ) LEGAL: ,?I�� '1 ]Y , . BUILDING USE: Lo"o)- # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Eidsting Required SIGNATURE: Date WATER METER REQUIRED: 2,3--c1 cl HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: % 77—' Z-1 ►--cj CI GARBAGE CONTAINER PAD: -3j CROSS-CONNECTION CONTROL: (�Ct / yw `1O BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site >( PAVING: Off site & F -y On site to 19'211S, STORM DRAINAGE: Off site On site _� PRETREATMENT DISCHARGE PERMIT: YES NO 77— WATER/SEWER FEES PAID: YES NO_�_ Build\fmms\u-check M - �� - _ r I 3-20-99 Cristy- Status of building permits. 1. Cement Distributors. I sent them a notice with their business license application letting them know they need a final walk through inspection by me. Also, if they installed the required backf low preventer, it has not been tested (or I have not received a copy of the test report). 2. Huleatt Dental Clinic. I did the final inspection Friday (3-19-99), they have one item remaining to complete: a Reduced Pressure Backflow Assembly (RPBA) must be installed on the water supply line to the x-ray developer. I let the mechanical guy (Keith Swanson) know this. Swanson said he would get this done on Monday; the RPBA has to be installed and be tested by a state certified tester. Dave Anderson will inspect for me and review the test report before giving ok for occupancy. 3. Burger King. I signed off on Burger King on 3-19-99, 1 have no outstanding issues with them. 4. P.S. Rentals. They have installed the required backflow preventer, it just needs to be tested by a state certified tester and a copy of the report given to me. I have to review the report before I will sign off for occupancy. 5. Cascade Surveying. I need to do a final walk through inspection. They have not requested one to date. I will look at this more when I get back from vacation. ., J I ,= I • L. City of Arlington Building DejC_ D ` � � E j ILL PUBLIC WORKS DEPARTMENT CHECKLIST , ( � ( � PERMIT # /� "_� r DATE ACCOUNT # NAME: ADDRESS: CO 91 ram , jiU`y LEGAL: -O,�` �"ca BUILDING USE: b0-,n � ��`�.�<C-6 # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Eidsting Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: ✓ GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site / CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site �— STORM DRAINAGE: Off site 6� On site RECEIVED PRETREATMENT DISCHARGE PERMIT: YES ✓ NO c r^ 18 1 WATER/SEWER FEES PAID: YES NO-k CITY OF AFiLINGTON -E moN, M.H. azz?13 o"3 sPyj.S-e-w--TL Build\fbr ms\u-check tw 4W 1Pm of-am-w .MMVK-.ram 1 F027 }}III I rI Iti r fir■ I - - - !r TT i —� � 7-1 r—r1 1-1 i ij LL Y _ + Id, I lop,) ' 'I'L II LI II qTJ T _ ' _ ti_ ' } _ _ r'Ti r wriln ITT t . • sip -�r_ L_�i �uZ � 1 Lw Sri"■ Iti I In J - 11 _ _ _ � tl�l-I:L>iLlli Sd�.l1 I■'7 .� IS � 1 �. T%'l I ■-rr r T i -1 1 A 1 s J 1 Ly o i i 11.1A to u u 1 1■ �+ is ■7 ■ La On m1L If i . I. ill ' i - • 1 WATER DEPARTMENT MEMORANDUM TO: Dr. Jeff Huleatt c/o Kirtley-Cole Assoc. FROM: Karen Latimer/ 7___ DATE: September 7, 1998 SUBJ: Initial Cross-Connection Control Review Building Permit#98-3242 I have completed my review of the drawings submitted with building permit 998-3242. Listed below are my comments and questions. 1. Page C-5 (Two Rivers Engineering) calls for a 1"xl"xl" tee with valve and cap for irrigation system. The same symbol appears on the water line near the southeast corner of the dental building, however the note calls for V CTS C.L. 200 Hi Mol pipe with trace wire. Is this an irrigation system tee? 2. The plans indicate a 1" water service line. I will assume a 1" water meter is also required. Please let me know if the required meter size is other than 1". 3. Page A2 (Kirtley-Cole Assoc.), general notes call for a Double Check Valve Assembly (DCVA)to be installed at the irrigation system. A DCVA is required at each separate tee off of the water service line. Install per city standard W-13 (attached). 4. Provide an internal plumbing diagram and riser details. 5. Provide a list of all fixtures and equipment that will be connected to hot and/or cold water. 6. Complete and return the Cross-Connection Survey and Industrial/Commercial Waste Discharge Permit application(mailed separately 9-7-98). 7. Will a fire sprinkler system be installed? After I have received the requested information I will complete a final review and notify you of all additional cross-connection control requirements. I can be contacted at (360) 435-3811 if you have any questions. RECEIVED SEP 18 1998 CITY OF ARLINGTON _z x 2 � o0 N _Z � 5 Z 3" MIN ifl 3" MIN 5 �r - CV FLOW Z FLOW PLAN 4 ELEVATION LEGEND: STATE APROVED DOUBLE CHECK VALVE ASSEMBLY, INCLUDING TWO RESILIENT SEATED SHUTOFF VALVES AND FOUR RESILIENT SEATED TEST COCKS. 2O ENCLOSE THE DOUBLE CHECK VALVE ASSEMBLY IN TWO METER BOXES STACKED ON TOP OF EACH OTHER. MUST HAVE REMOVABLE STEEL COVER. O IN TRAFFIC AREAS USE PRECAST CONCRETE VAULT (UTILITY VAULT CO 233—LA, OR EQUAL), WITH STEEL COVER. O IF A DAYLIGHT DRAIN CANNOT BE PROVIDED THERE MUST BE A 6" MIN LAYER OF FREE DRAINING GRAVEL AT THE BOTTOM OF BOX. sO ANGLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM IS ALLOWED AT EACH END FOR VALVE OPERATION AND DCVA REPAIR OR MAINT. Co) PROVIDE FREE DRAINING SOIL. NOTES: 1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 2. INSTALL ONLY IN HORIZONTAL CONFIGURATION, UNLESS APPROVED OTHERWISE BY CITY. 3. INSTALL WITH TEST COCKS FACING UP OR TO ONE SIDE. 4. INSTALL BRASS PLUGS IN ALL TEST COCKS. 5. FOR 3/4' TO 1" ASSEMBLIES, USE A 10" x 13" BOX. 6. FOR 1 -1/4!' TO 2" ASSEMBLIES, USE A 14" x 20" BOX. 7. ASSEMBLY REQUIRES CERTIFICATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY. REVISED —�� STANDARD PLAN �\ NUMBER DOUBLE CHECK VALVE ASSEMBLY 1 (DCVA) FOR 2" AND SMALLER SERVICES W 13 i � -ti ��'"( -� ji s � i ■ � ■ r if 1 MEMO To: David Anderson From: Marc Hayes Subject: Huleatt Dental Clinic Date: September 14, 1998 1. Replace the existing curb cut with full vertical curb, in the section that will not be used for driveway approach. 2. Minimum slope on storm pipe shall be 0.50 %. 3. Control structure must be Type II 48" catch basin. 4. Cell divider for detention pond should be an earthen berm rather than of wood construction. 5. Parking lot slopes, less than 1.00 % should be avoided,to prevent runoff from ponding. ARL.Li-mGTON FIRE DEPARTMr;AT ,,S%jNGT0N 137 North McLeod Avenue A Arlington,Washington 98223 VFiREDEPT-j MoN.-.1- (360)435-3818 Fax 403-9267 Received: Returned: 9-14 1998 Int: TO: Dave Anderson FROM: TOM COOPER SUBJECT: PLAN REVIEWS ............... ...... ............ ............ ........ DAM-SEPTEMBE 14,1998 PLAN REVIEW NO: 98-3242 TITLE:DR JEFF HULEATT COMMENTS: Site layout is okay. Fire hydrant distribution will be okay. There maybe some requirements under UFC.Article 74,Section 7404.2.1.1,until amounts are known I can't be sure. If you have any further comments or questions,please call me. Plan Review Frm.12/96 _ _ :� I r 11 .PETERSON J TREHLE 1 O ARTINSON, INC. LAMES C.PETERSON STEVEN C. STREHLE CONSULTING ENGINEERS RONALD E. MARTINSON Structural Calculations For Huleatt Dental Office Arlington, Washington 98 - 324 RECEIVED AUG 2 7 1999 CITY OF ARLINGTON 1-7 D C. PSM Job # 98150 April 20, 1998 AL tiN�fi 820 JOHN STREET PSMQSEANET.COM PHONE 206-622-4580 SEATTLE WASHINGTON 98109-5129 FAX 206-622-0422 �, Y' �� v� yl�• N ► ` �� •*, r ,� � I � ' �- �. 1 I� � I 1 I it � i �s+- �`� — � ' I 4 n I r CA I s •e" ti f l i o \AJ �O ti /�t ly� I 70r� .L� � rr/7� .r.r 7• iy,/7 I.Lb� I I II I I , I IL JA I I I I I h i •7_:�ii"H ram.:, r .:aC �J. � 1 �� 7- Peterson Strehle Martinson, Inc. JOB: Huleatt Dental Office Consulting Engineers DATE: 8/24/98 BY: EME 820 John Street, Seattle, Wash. 98109 SUBJECT: Office (206) 622-4580 / FAX (206) 622-0422 ROOF LOADS: FLOOR LOADS: Roof Dead Loads: Mechanical Floor Dead Loads: Built-up roof 2.20 PSF #15 Felt 0.25 PSF 3/4" T&G Plywood 2.30 PSF 5/8" Plywood Sheathing 1.80 PSF 2x8 Joists @ 16' o.c. 2.20 PSF P.E. Roof Trusses @ 2'-0' o.c. 3.00 PSF Insulation 1.00 PSF 5/8" Gypsum Ceiling Board 2.80 PSF 5/8" Gypsum Ceiling Board 2.80 PSF 5/8" G.W.B. ceiling 2.80 PSF Mechanical& Electrical 2.00 PSF Mechanical & Electrical 1.00 PSF Miscellaneous 4.70 PSF Miscellaneous 1.16 PSF Total Roof Dead Load: 15.00 PSF Total Floor Dead Load: 15.00 ESF Total Roof Live Load: 25.00 PSF Total Floor Live Load: 40.00 Total Roof Load: 40.00 PSF 55.00 PSF I Peterson Strehle Martinson, Inc. Title: Job# 820 John Street Dsgnr. gate: 3:52PM, 24 AUG 98 Seattle,Wa, 98109 Description Scope: General Timber Beam Page 1 General Information Description Huleatt Dental Office Roof Outlookers Section Name 2x4 Center Span 2.00 ft . . . . .Lu 0.00 ft Beam Width 1.500 in Left Cantilever 3.00 ft . . . . .Lu 0.00 ft Beam Depth 3.500 in Right Cantilever ft . . . . .Lu 0.00 ft Member Type Sawn HEM-FIR, No.2 LL&ST Act Togethdr Fb Allow 850.0 psi Load Dur. Factor 1.150 Fv Allow 75.0 psi Beam End Fixity Pin-Pin Fc Allow 1,250.0 psi Wood Density 34.000 pcf E 1,300.0 ksi Uniform Loads Uniform Loads Over Full Span Center DL 30.00 AM LL 50.00 #/ft Left Cantilever DL 30.00 #/ft LL 50.00 gift Right Cantilever DL #/ft LL gift Summary I- Beam Design OK Span=2.00ft,Left Cant=3.00ft,Beam Width=1.500in x Depth=3.5in,Ends are Pin-Pin Max Stress Ratio 0.977 : 1 Maximum Moment -0.4 k-ft Maximum Shear* 1.5 0.4 k Allowable 0.4 k-ft Allowable 0.5 k Max. Positive Mom 0.00 k-ft a 1.860 ft Shear. @ Left 0.26 k Max Negative Moment -0.14 k-ft a 0.000 ft @ Right 0.15 k Max @ Left Support -0.37k-ft Camber. @ Left 0.209 in Max @ Right Support 0.00k-ft @ Center 0.011 in Max. M allow 0.37 Reactions... @ Right 0.000 in fb 1,432.47 psi fv 75.44 psi Left DL 0.2Ck Max 0.51k Fb 1,466.25 psi Fv 86.25 psi Right DL -0.04 k Max -0.10 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.007 in 0.005 in Deflection -0.140 in -0.377 in ...Location 0.800 ft 0.720 ft ...Length/Defl 516.0 190.8 ...Length/Deft 3,248.2 4,823.55 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Deft 0.0 0.0 (c)1983-97 ENERCALC KW-MI622,V5.0.2,1.Jun-1997 Peterson Strehle Martinson, Inc_ Title: Job# 820 John Street Dsgnr Date: 3:52PM, 24 AUG 98 Seattle,Wa, 98109 Descriptlon Scope General Timber Beam Page 2 ' Stress Calcs Bending Analysis Ck 29.576 Rb 0.000 Sxx 3.063 in3 Area 5.250 in2 Cf 1.500 Max Moment Sxx Req'd Actual fb @ Center 0.14 k-ft 1.15 in3 1,466.25 psi @ Left Support 0.37 k-ft 2.99 in3 1,466.25 psi @ Right Support 0.00 k-ft 0.00 in3 1,466.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.40 k 0.23 k Area Required 4.592 in2 2.636 in2 Actual Stress : tv 86.25 psi 86.25 psi Bearing @ Supports Max. Left Reaction 0.51 k Bearing Length Req'd 0.271 in Max. Right Reaction -0.10 k Bearing Length Req'd 0.054 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 It -0.37 k-ft 0.26 k 0.0000 in @ Right Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -0.37 k-ft 0.26 k 0.0000 in (c)1983-97 ENERCALC KW-0601622,V5.0.2,1-1un-I997 H I I 1 I II Roof joists TJ-B"mm v5.20 serial Numbar:70NO&W2 11.875" TJI®/ProTm-150 JOIST@ 24.0"o/c BEAMUSA 1001 a26W 11;01:15AM Page 1 of 1 Budd Code:070 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope:6112 Roof Slope:6112 l i a 11' e All dimensions are horizontal. Product Diagram Is Conceptual. LOADS: Analysis for JOIST MEMBER Supporting SNOW Application. Loads(psf):25 Live at 115%duration, 10 Dead SUPPORTS: INPUT NEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER 1 Vertical 2x SPF 1.50" Hanger Left Face 275/123/398 Detail H5 2 Microllam®LVL 1.50" Hanger Right Face 275/123/398 Detail H5 -Web stiffeners are required at support(s): 1,2. Attach with 3-8d(2.5")box nails,clinched. -See TJM SPECIFIER'S/BUILDER'S GUIDES for detail(s): H5. HANGERS: Simpson Strong-Tie ConnectorsS REVERSE T.F. T.F. NAILING MODEL SLOPE SKEW FLANGES OFFSET SLOPE FACE TOP MEMBER Left Face LSSU28 U27 No No N/A N/A 10-N10 N/A 5-N10 Right Face LSSU28 D27 No No N/A N/A 10-N10 N/A 5-N10 DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(lb) 389 389 1633 Passed(24%) LT.end Span 1 under Snow Roof loading Reaction(lb) 389 389 1087 Passed(36%) Bearing 1 under Snow Roof loading Moment(ft-lb) 1045 1045 4330 Passed(24%) MID Span 1 under Snow Roof loading Live Defl_(in) 0.081 0.601 Passed(U999+) MID Span 1 under Snow Roof loading Total Defl.(in) 0.117 0.801 Passed(U999+) MID Span 1 under Snow Roof loading -Allowable moment was increased for repetitive member usage. -Deflection Criteria: STANDARD(LL U240,TL1/180). -Bracing(Lu):All compression edges(top and bottom)must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application,input design loads,and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. -Not all products are readily available. Check with your supplier or TJM technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. -(Minimum cut length)=(Overall horizontal length)x 1.118+6" PROJECT INFORMATION OPERATOR INFORMATION: Huleaft Dental Office Peterson Strehle Martinson, Inc. Ellen Eastgate 820 John Street Seattle,Washington 98109 (206)622-4580 (206)BM-0422 Copyright O 19M by Trus Joist MacMillan,a IkNted partrurahlp,Bobs,Malta,USA Prom and TJ-Bearnm are trademarks of Trus Joist MaeMslan. TJIO and Mlcrollam0 are registered tademattn of Trus Joist MacMillan. Simpson Strong-Tie Connectora0 is a registered 4adamark of Sknpson Sbong-Tla Company,Ina D:10PROJECTWuleatt Dental 011bsUW Johftbm i Peterson Strehle Martinson, Inc. JOB: Huleatt Dental Office Consulting Engineers DATE: 8/24/98 ,BY: EME 820 John Street, Seattle, Wash. 98109 SUBJECT: Office(206)622-4580/FAX(206)622-4022 TIMBER COMBINED BENDING & AXIAL COLUMN (STUD) DESIGN Per 1997UBC &1991 NDS (Assumes that the columns are adequately supported about the weak axis, i.e. in a wall.) Load Duration Factors (LDF): For interior studs, wind=5 psf w/1.15 LDF for roof& 1.00 for floor. For exterior studs, wind=Q psf'w/1.60 LDF for roof&floor. For axial load only, wind =0 psf w/11.15 LDF for roof&1.00 for floor. Timber Plate Species: #2-HF Buckling Length Coeff., Ke : 1.0 Euler buckling Coeff. for Cols, Kce: 0.30 Euler buckling Coeff.for Bms, Kbe: 0.438 SIZE SPECIES Ht Windy`' Spacn'g w LDF Le Fb Fc Fc E P (Lu) 11 1 (10^6) (ALL) (1) FT PSF IN PLF FT PSI PSI PSI PSI LBS 2x4 #2-HF 1 10.00 0.00 0 0.0 i 1.00 10.00 1466 1509 405 1.3 I 'r±$ r B 2x4 #2-HF 10.00 5.00 16 6.7 1.00 10.00 1466 1509 € 405 1.3 2x4 #2-HF 10.00 5.00 12 5.0 1.00 10.00 's 1466 € 1509 € 405 € 1.3 2x6 #2-HF 10.00 0.00 0 0.0 1.00 10.00 1271 1438 405 1.3 <?> ? B 2x6 #2-HF 10.00 22.58 16 30.1 1.60 10.00 1271 1438 405 1.3 ;> 33 =" B 2x6 #2-HF 10.00 22.58 12 22.6 ' 1.60 10.00 1271 1438 € 405 € 1.3 ><>3 n B .€ :: 2x6 #1-0F 10.00 0.00 0 0.0 1.00 10.00 i 1495 1668 405 1.7 :�::•;..��.......�� B 2x6 #1-DF 10.00 22.58 16 30.1 1.60 10.00 1495 1668 € 405 1.7 s B :•.<... 2x6 #1-DF 10.00 22.58 12 22.6 1.60 10.00 1495 1668 405 1.7 >`:>< « < B (1) "B"indicates that bearing governs over the interaction equation. If bearing controls and a stud is not bearing on a wood plate the allowable vertical load may be adjusted by using the allowable compression parallel to grain and any roof LDF that are appropriate to use. (2) 5.0 psf in this column indicates a minimum partition load per UBC section 1610.2. Peterson Strehle Martinson, Inc. JOB: Huleatt Dental Office 7 Consulting Engineers DATE: BY: EME 820 John Street, Seattle, Wash. 98109 SUBJECT: Columns/Posts Office(206)6224580/FAX(206)622-4022 TIMBER COLUMNS Per 1997 UBC &1991 NDS Timber Sill Plate Species: #2-HF Buckling Length Coeff., Ke : 1.0 Buckling Coeff.for Cols, Kce: 0.30 SIZE SPECIES Sawn Ht LDF Le Fc Fc E P P P or (Lu) 11 L (10^6) (Brg PI) (Column) (Allow) (1) Glulam FT FT PSI PSI PSI LBS LBS LBS 4x4 #1-13F Sawn 10.00 1.15 10.00 1000 625 1.6 7656 4565 4565 4x4 #1-13F Sawn 1 10.00 1.15 10.00 1000 1 625 1.6 7656 s 4565 4565 4x4 #1-13F I Sawn 10.00 1.15 10.00 1000 625 1.6 7656 4565 4565 4x6 #1-DF Sawn 10.00 1.15 10.00 1000 625 1.6 12031 7173 7173 4x6 #1-DF Sawn 10.00 1.15 10.00 1000 625 1.6 1 12031 7173 7173 4x6 #1-DF Sawn 10.00 1.15 10.00 s 1000 625 1.6 12031 7173 7173 6x6 #1-DF Sawn 10.00 1.15 10.00 1000 1 625 1.6 18906 22400 18906 B 6x6 #1-DF Sawn 10.00 1.15 10.00 1000 1 625 1.6 18906 22400 18906 B 6x6 #1-DF Sawn 10.00 1.15 10.00 s 1000 1 625 1.6 18906 22400 18906 B i (1) "B"indicates that plate bearing capacity governs over column bearing capacity. If plate bearing controls and the column is not bearing on a wood plate the allowable vertical load may be adjusted by usinj the allowable compression parallel to grain and any roof LDF that are appropriate to use. Peterson Strehle Martinson, Inc. TlUe-: Job#- 820 John Street Dsgnr.. Date: 11:16AM, 24AUG 98 Seattle,Wa, 98109 Description' Scope Timber Beam & Joist Page 1 General Information Description: Huleatt Dental Office Overframing Rafters Timber Member Information I W-span 13'-span IV-srwn Timber Section 2z8 2z8 2a8 Beam Width irk 1.500 1.500 1.500 Beam Depth in 7.250 7.250 7.250 Le:Unbraced Length ft 0.00 0.00 0.00 Fb-Basic Allow psi 875.0 875.0 875.0 Fv-Basic Allow psi 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,6W.0 Load Duration Factor 1.150 1.150 1.150 Member Type Sawn Sawn Sawn Center Span Data Span ft 16.00 13.00 11.00 Dead Load #/ft 15.00 20.00 30.00 Live Load #/ft 25.00 33.30 50.00 Results Mmax Q Center in-k 15.36 13.51 14.52 Q X= ft 8.00 6.50 5.50 Mmax Q Cantilever n-k 0.00 0.00 0.00 fb:Actual psi 1,168.9 1,028.2 1,105.0 Fb:Allowable psi 1,207.5 1,207.5 1,207.5 Bending OK Beading OK Bending OK fv:Actual psi 41.0 43.6 54.4 Fv:Allowable psi 109.3 109.3 109.3 Shear OK Shear OK Shear OK Reactions Dead Load Q Left Ibs 120.00 130.00 165.00 Live Load Q Left Ibs 200.00 216.45 275.00 Dead Load Q Right Ibs 120.00 130.00 165.00 Live Load Q Right Ibs 200.00 216.45 275.00 Deflections Center DL Defl in -0.290 -0.169 -0.130 L/Deft Ratio 661.6 925.1 1,018.0 Center LL Deft In -0.484 -0.281 -0.216 L/Defl Ratio 397.0 555.6 610.8 Center Total Defl in -0.774 -0.449 -0.346 Location ft 8.000 6.500 5.500 L/Defl Ratio I 248.1 347.1 381.8 (c)1983-97 ENERCALC KW-0601622,V5.0.Z 1-tun-1997 _ � _ _ _ _ _ _ _ � - - '1 >>>4.>>> TYPICAL EXTERIOR WINDOW HEADER <«« <? 9 ;SIMPLE SPAN LEANS FULL UNIFORM LOAD SPAN= 4 ft . w= . 74 Kips/ ft . RL= 1 . 5 kips. RR= 1 . 5 kips MAXIMUM POSITIVE MOM1=NT= 1 . 48 KIP-FT. SPECIES 'SELECTED= DF#1 4X LOAD DURAT I ON= 1 . 15 Fb= 1725 psi Fv= 109. 25 psi Fpx = 625 psi E= 1800 k:si fb= 356 psi H= 57 psi i=p= 604 psi >>>>r-> BEAM SIZE SELECTED = 4 x10 <<<,«« S= 49. 2 in-3 Req l d S= 10. 3 in-3 A= 32. 4 sq-in. Req' d A= 16. 3 sq-in MAX. BRG. AREA REDID= 4 x , x . 7 in. Longr (Ab= 2. 5 sq. in. :) J= 231 inQ , TOTAL DEFLECTION 0. 01 I N. TOTAL DEFLECTION=L/ 4679 . MOM. INERTIA REDD FOR L/'240 TL= 12 IN-4 MOM. INERTIA REDID FOR L/3EO TL= 18 IN-4 >>>>>>> PORCH BEAM is . SIMPLE SPAN BEAMS FULL UNIFORM LOAD MAXIMUM POSITIVE MOMENT= 5.. 76 KIP-FT.. SPECIE _ i C=1'TEP1= `F a EX LOAD DURATION- 1 . 13 Fb= 1495 psi F•. = 97. 75 ps:L Fpx = E25 psi _= 1600 -.._- fb= 1341 ;psi H= 62 psi _p= 532 psi . >>>:`> BEAM SIZE SELECTED = 6 x 8 <<<<<<< 51 . 6 in-3 Rceq l d S= 46. 2 in = 41 . 3 sq-in . Req' d = 2E. 4 ._q-in MA:. BRG. AREA RED!" D= 6 x x 6 :i n . Long r Ab= 3. 4 sq . i n. 193 in-4 TOTAL DEFLECTION- 0. 48 I N. TOTAL DEFLE!=TION=L/ 298 MOM. INERTIA REDD FOR L. 24 : TL= 156 I N-4 MOM. INERTIA REDD FOR L/360 TL= 333 IN-4 i 1� r->>>`-> BEAM AT GRID 3 <<<<<<< SIMPLE SPAN BEAMS FULL UNIFORM LOAD SPAN= 8 ft . w= „ G4 Kips/ft . RL= 2. 8 kips RR= 2. 6 kips MAXIMUM POSITIVE MOMENT= 5. 12 KIP-FT.. SPECIES SELECTED= DF#1 4 X LOAD DURATION= 1 . 15 Fb= 1725 psi Fv= 109. 25 psi Fpx = 625 psi E= 1800 ksi fb= 1231 psi H= 96 psi i_p= 610 psi. >>>f=-> BEAM SIZE SELECTED = 4 x10 <<<<<<:< S= 49. 9 in-3 Req" d S= 35. 6 i n A= 32. 4 sq-in. ='egld A= 28. 4 sq-in MAX . BRG. AREA 'REQI D= 4 x x 1 . 2 in . Long, (Ab= 4. 3 <sq. in. :) I= 231 in-4 ' TOTAL DEFLECTION= 0. 14 I N. TOTAL DEFLEi=TION=L/ 676 MOM. INERTIA REDD FOR L/240 TL= 32 IN-4 MOM. INERTIA ='EDD FOR L/360 TL= 123 IN-4 I Peterson Strehle Martinson, Inc. Title: Job# 820 John Street Dsgnr. Date: 10:45AM, 24 AUG 98 Seattle,Wa, 98109 Description Scope: General Timber Beam Page 1 General Information Description Huleatt Dental Office Mechanical Platform Joists Section Name 2x8 Center Span 6.00 ft . . . . .Lu 0.00 ft Beam Width 1.500 in Left Cantilever 2.50 ft . . . . .Lu 0.00 ft Beam Depth 7.250 in. Right Cantilever 5.00 ft . . . . .Lu 0.00 ft Member Type Sawn HEM-FIR, No.2 LL&ST Do Not Act'Together Fb Allow 850.0 psi Load Dur. Factor 1.000 Fv Allow 75.0 psi Beam End Fixity Pin-Pin Fc Allow 1,250.0 psi Wood Density 34.000 pcf E 1,300.0 ksi Uniform Loads Uniform Loads Over Full Span Center DL 20.00 *ft LL 53.00 #/ft Left Cantilever DL 20.00 #/ft LL 53.00 #/ft Right Cantilever DL 20.00 #/ft LL 53.00 #/ft Summary Beam Design OK Span=6.00ft,Left Cant=2.50ft,Right Cant=5.00ft,Beam Width=1.500in x Depth=7.25in,Ends are Pin-Pin Max Stress Ratio 0.817 : 1 Maximum Moment -0.9 k-ft Maximum Shear•1.5 0.5 k Allowable 1.1 k-ft Allowable 0.8 k Max. Positive Mom 0.18 k-ft a 2.595 ft Shear. @ Left 0.22 k Max. Negative Moment -0.25 k-ft a 6.000 ft @ Right 0.36 k Max @ Left Support -0.23k-ft Camber. @ Left 0.024 in Max @ Right Support -0.91 k-ft @ Center 0.016 in Max. M allow 1.12 Reactions... @ Right 0.144 in fb 833.29 psi fv 44.33 psi Left DL 0.08k Max 0.4Uc Fb 1,020.00 psi Fv 75.00 psi Right DL 0.19 k Max 0.73 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.011 in -0.015 in Deflection -0.016 in -0.091 in ...Location 3.622 ft 2.757 ft ...Length/Deft 3,724.3 656.4 ...Length/Defl 6,778.8 4,824.34 Right Cantilever... Deflection -0.096 in -0.417 in ...Length/Deft 1,246.9 287.8 (c)1983-97 ENERCALC KW-0601622,V5.0.2,1�lun-1997 Peterson Strehle Martinson, Inc Title-: Job# 820 John Street Dsgnr. Date: 10:45AM, 24AUG 98 Seattle,Wa, 98109 Description: Scope: General Timber Beam Page 2 I Stress Calcs Bending Analysis Ck 31.716 Rb 0.000 Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Max Moment S)a Req'd Actual fb •Center 0.25 k-ft 2.94 in3 1,020.00 psi • Left Support 0.23 k-ft 2.68 in3 1,020.00 psi • Right Support 0.91 k-ft 10.74 in3 1,020.00 psi Shear Analysis Left Support Right Support Design Shear 0.26 k 0.48 k Area Required 3.439 in2 6.427 in2 Actual Stress: fv 75.00 psi 75.00 psi Bearing @ Supports Max Left Reaction 0.40 k Bearing Length Req'd 0.212 in Max Right Reaction 0.73 k Bearing Length Req'd 0.387 in Query Values M,V, & D @ Specified Locations Moment Shear Deflection • Center Span Location= 0.00 ft -0.23 k-ft 0.10 k 0.0000 in •Right Cant. Location = 0.00 ft -0.23 k-ft 0.10 k 0.0000 in Left Cant. Location = 0.00 ft -0.23 k-ft 0.10 k 0.0000 in (c)1983-97 ENERCALC KW_o5oi Z,V5.0.2,1-iun-19u7 I 4 �3 ,., C -44 w I of I SI �Q h ni vH 1 I TTT1 Pion l j �A'V/�N•3 7 1�i�iL� � � ' �` � V i on frZ I � � ►ss�2r't aomc-� ; x p h � SX10 L 0/�'G+/I✓ � d>ny /,.Gs' �'Jl1r�✓�/ LC I S�Ssi+yL o IK 'pp� XI I � / I Y� I I Peterson Strehl, Artinson,Inc. JOB: Hu .Dental Office Consulting Engineers DATE: 8/24/98 BY: EINE ly 820 John Street,Seattle,Waah. 98109 SUBJECT: 7 Office 1200)822-4580/FAX 1200)822-0422 SEISMIC (STATIC) CALCULATIONS (1997 UBC) TOTAL BUILDING HEIGHT,h„- 22 FEET NOTES. 1) WALL WEIGH AS tDICATED ARE THE WEIQHfS OF THE WALLS PERPENDICULAR TO THE DIRECTION INDICATED. 2)FORCES ARE CALCULATED AND DISTRIBUTED PER FLOOR HFJOHTS PER UBC REQUIREMENTS. SEISMIC FORCES: (ZONE = 3 ) Soil Profile Type = SD Seismic Coefficient,Cv= 0.64 Seismic Coefficient,Ca= 0.36 v 1(Cv I MR T)I W (e4 30-4) Importance Factor, 1 = 1""".�0000 R-Coefficient, R = SA but not greeter tore 'V-[(25 Ca'IyR)'W (eq 305) Seismic Coefficient,Ct ' 0.02 Nut not lase tun: U 10.11 Ca•II W (eQ 30-6) vn X WT zo je►� �,� sy 7�O �y Exposure: C Wind speed: 80_00 mph L. La /IS P=C.C.Q.L UBC 1904 Eq(20-1) q.=0.00258 v' 16,38 EXTENSION TO TABLE 16ai OF UBC 1994 Height Zone (0-15) (20) (25) (30) (40) DESCRIPTION C.Factor 1.06 1.13 1.19 123 1.31 1_PrMW"ame+end Syrrami G.Factor+ Method 1(Normal force method) Windward wall 0.8 inward 13.89 14.81 15.80 16.12 17.17 Leeward wall 0.5 outward 8.68 9.28 9.75 10.08 10.73 Leeward mot or flat root 0.7 outward 12.18 12.98 13.65 14.11 15.02 Windward roof<212 0.7 outward 1218 12.98 13.65 14.11 15.02 Slope 212 to less than 9:12 0.9 outward 15.63 18.68 17.55 18.14 19.32 Slope Z12 to leas than 9:12 0.3 inward 5.21 5.55 5.85 0.05 6.44 Slope 9:12 to 12:12 0.4 inward 8.95 7.41 7.80 8.08 8.59 Slope>12:12 0.7 inward 12.18 12.98 13.85 14.11 15.02 'Wind parallel to ridge&flat roofs 0.7 outward 12.16 12.96 13.65 14.11 15.02 Method 2(P(ojected area meuwd) On vertical projected area<=40' 1.3 horiz 22-58 24.07 25.35 26.20 27.90 Structures over 40It in height 1.4 horiz On horizontal projected area 0-7 upward 12.18 12.98 13.85 14.11 15.02 2 Flemenrs d,ygaMonanj< not 1n eled+of d1+Con[1nn![y2 All structures 1.2 inward 20.84 22.22 23.40 24.18 25.76 Enclosed&unclosed structures 1.2 outward 20.84 2222 23.40 24.18 25.76 Partially enclosed structures 1.6 outward 27.79 29.62 31.20 3224 34.34 Parapets walls 13 out/in 2258 2407 25.35 28.20 27.90 Roof elements,All structurea' Slope<7:12 1.3 outward 2258 24.07 25.35 28.20 27.90 Slope 7:12 to 12:12 1.3 out/in 2258 24.07 25.35 26.20 27.90 Partially enclosed structures Slope<2:12 1.7 outward 29.52 31.47 33.14 3428 36.49 Slope 2:12 to 7:12 1.6 outward 27.79 29.62 31.20 3224 34.34 10.8 inward 13.69 14.81 15.60 16.12 17.17 Slope>7:12 to 12:12 1 7 out/in 2952 3147 33.14 3426 38.49 1._Elsmea[ad[I��➢muQn grits -in-areas o1 cUscgnLnua2,4.5 Wall comers' 1.5 outward 26.05 27.77 29.25 30.23 3219 11.2 inward 20.84 2222 23.40 24.18 25.78 Roof eaves,rakes or ridges without overhang' Slope<2:12 2.3 upward 39.94 42.58 44.84 46.35 49.36 Slope 2:12 to 7:12 2 6 outward 45.15 48.14 50.69 5240 55.80 Slope>7:12 to 1212 16 outward 27.79 29.62 31.20 3224 34.34 For slopes less than 2:12 Overhangs 8 canopies 0 5 added to 8.88 9.28 9.75 10.08 10.73 4--Cbuzu RVA-=h&-&LQw,m Square or rectangular 1.4 any dir. 24.31 25.92 27.30 28.21 30.05 Hexagonal or octagonal 1.1 any dir. 19.10 20.37 21.45 22.17 23.81 Round or elliptical 0 8 any dir. , 1399 1481 15.60 18.12 17.17 S.._Q,Pvm-ft=v iowars r'' Square and rectangular Diagonal 40 89.47 74.06 7799 80.61 85.85 Normal 36 8252 66.65 70.19 7255 77.27 Triangular 32 5557 59.24 62.39 64.49 68.08 s r�'dLlgrn.<➢[/YL(Sl[CLL6i /dddnn..ggndu1 Mahn 6 olaysl Cylindrical members 2 in or less in diamotor 1-0 17.37 18.51 19.50 20.15 21.46 Over 2 inches in diameter 08 13.89 14.81 15.60 18.12 17.17 Flat or angular members 03 5.21 5.55 5.85 8.05 8.44 7_.Sl9n+�Ba9q➢les,_I19ttrp➢1+; minoriluCnjro+r 1.4 any dir. 24.31 25.92 27.30 28.21 30.05 FOOTNOTES TO TABLE 16-H 'For ono day or the top stay of nAbtwy partially enclosed ahudves,an.ddtkml valre or 0.5 shall be added to the award C,.The most a+lal mrtYWbrt stall be used for deetvr. For deliilon of opar ebrssres,ese Sedlar 1e13 2 C,vauss Noted we for 10wpare4bat obmry vas.Fa tradary areas of 100 sgre fest,ee vMA of 0.3 may be aitraded ftm C,scept for a ea st deco disdin with slopes Mes then 7 U ie vended in 12 uris hafaordl(5e.3%ol"o)wire lho vskn of O.l maybe euI chid(rare C,.kill 1,'11, may bo reed for UtMwy vas betwosn 10 wW 100 spwo fed.Fa tr6dory orsoo Reslor than 1,000 seen fed,res Mowry(rams vow". 'For sWpes greater Van 12 units vertical In 12 unh horlmdl(100%daps),use was eMnest values. 'Local pressures sled apply over a dduee pom the discontinuity of 10 feet er 0.1 tyres the Mast wish of the atrueare,vAechow Is enWer. OMeaeYsiNs d well earn rear rod ridges are dented as dscorrlYuiNs breahe W the surha weae the YsYrded Interior suds meseura 170 degrees a Ins. s Lad M to be applied on oiler olds of dsaardsiy bur not eYaivuaNy w bah sides. "Mind pressures shag be aWW to the total nor nil proloded area of all elements on o s ha.The farces @ W be assured to ad parallel to the wind direction. 'Factors for cylindrical dvrrr I are two tlids of three for list or anpW eWttstis. ,� I 17 PETERSON JTREHLE � 'ARTINSON, INC. JOB: : CONSULTING ENGINEERS DATE By:gyp,/ 820 JOHN STREET, SEATTLE, WASHINGTON 98109 SUBJECT: OFFICE (206) 622-4580 / FAX (206) 622-0422 + ff f Of XV I �+GJ/�il� -��/�c ��C/n��'-'`�FnQf=�•t-�'�� 7'u..Z�.�_'�r5 ._�1'_�CZ'�S�o� A.. _ i I - - fYcy C9 '- - - - /ln, ©�-3k ® �_ i ..�-. �' yi • - 5J _r ETERSON �jTREHLE 0 " ,kRTINSON, INC. toe: UL �2 r CONSULTING ENGINEERS SATE:sue.lEcr:��'F,>Br4L 820 JOHN STREET, SEATTLE, WASHINGTON 98109 OFFICE (206) 622-4580 / FAX (206) 622-0422 ----------------------- = 1 , r-�, I,- � i _ _ _ = �PETERSON JTREHLE ARTINSON, INC. DATE: rl!'Z '1 CONSULTING ENGINEERS SUBJECT. .� rm" le 820 JOHN STREET, SEATTLE, WASHINGTON 98109 OFFICE (206) 622-4580 / FAX (206) 622-0422 L 7 or log -� D _r ETERSON JOT:JTREHLE � +RTINSON, INC. onrE. BY: CONSULTING ENGINEERS SUBJECT: 820 JOHN STREET, SEATTLE, WASHINGTON 98109 OFFICE (206) 622-4580 / FAX (206) 622-0422 i -- ,0"/ s 737 c71V. y� f V I��1 , 1 _ _PETERSON DATE: )TREHLE !\, 1IRTINSON, INC. CONSULTING ENGINEERS BYO 820 JOHN STREET, SEATTLE, WASHINGTON 98109 SUBJECT: OFFICE (206) 622-4580 / FAX (206) 622-0422 I 1 ' �--t-- j � i I _ I I Z' I I 1 f I I mod+ - -t Az -.- r to rI I 1 -�-�- 04 I , , �ETERSON �TREHLE I r'\RTINSON, INC. DATE. BY: CONSULTING ENGINEERS 820 JOHN STREET, SEATTLE, WASHINGTON 98109 SUBJECT: OFFICE (206) 622-4580 / FAx (206) 622-0422 i' ii� .- 1 1_�• PL i 3•'.' Ja Z!r Giyrrr�.D ,��:�S = ,:+�,�„��s,.� .,fir •/�SP \ — — :- - ,- - I RECEIVED AU )j 4 1998 CITY OF ARLINGTON GEOTECHNICAL ENGINEERING REPORT Proposed New Dental Building 79th Avenue Northeast Arlington, Washington Job Number 7071 for Dr. Jeff D. Huleatt by DODDS Geosciences Inc. September 30, 1997 I I i I i E OEOSCIENCES INC. post Office Box 2385 Kirkland, WA 98083 Telephone (425) 827-1084 Facsimile(425) 828-9443 Dr. JeffD. Huleatt Job Number 7071 C/o Kirtley Cole Associates September 30, 1997 P.O. Box 1179 Snohomish, WA 98291 Attention: Jim Pierce Subject: Geotechnical Engineering Report Proposed Huleatt Dental Building 790' Avenue Northeast Arlington, Washington Dear Client: We are pleased to present the Geotechnical Engineering Report for the proposed new Huleatt Dental Building to be constructed on the vacant property (Parcel E) on the west side of 79`" Avenue Northeast, south of 2040' Street Northeast in Arlington, Washington. The original purposes of our work were to professionally evaluate subsurface soil and groundwater conditions, recommend general procedures for the grading and underslab treatment in the buildings, and recommend bearing capacities for shallow wall footings. The scope of our services included: 1) Logging and sampling two test pits excavated to a depth of fourteen (14.0) feet below existing grades. The test pits were located in a manner to provide broad coverage of the property. The test pits were excavated with a rubber- tired backhoe and logged by a professional engineer. Selected samples were taken of subsurface soils. 2) Reviewing collected soil samples in our office, and assigning appropriate laboratory tests consisting of moisture contents. At the conclusion of the testing program, laboratory results were analyzed and compared with field notes and logs. 3) Preparation of this summary report in accordance with our understanding of project requirements and generally recognized local geotechnical engineering practices. No other warranty is expressed or implied. Plate 1, attached, provides the guidelines in the use of this report. HULEATT DENTAL BUILDING Job Number 7071 September 30. 1997 Page Z Project Understand inf;s: site This office was provided with �tchesat Map documented the lot hand-drawn d menssketches wld locat onpossible Our development. The map and sk knowledge of this project is generally limited to the information displayed on these documents and our discussions with Mr. Jim Pierce of Kirtley Cole Associates, Inc. We anticipate the new dental building will be single-story wood-frame structure with a crawl space. We anticipate that most of the site will remain near existing grade. If our understandings are incorrect, a revision of this report may be necessary. General Site Conditions — Surface: The proposed development will be situated on the west side of 7901 Avenue Northeast, south of 204`1' Street Northeast in Arlington, Washington. The attached Vicinity Map, Plate 2, shows the general vicinity of the site. At the time of our fieldwork, the property was vacant and unoccupied. There was no evidence of previous construction. Much of the site was covered with dense tall grass and shrubs. There were a few medium-sized trees in the wetlands area. The property j was generally flat or sloping to the south. Subsurface Exploration and Description: Two test pits were excavated with arubber-tired backhoe to a depth of 14.0 feet below vated 33 feet south and 57 feet west of the existing grades. Test Pit No. 1 was exca northeast property corner. Test Pit No. 2 was excavated 10 feet south and 146 feet west of the northeast property corner. The test pits were logged and sampled by a professional engineer during the excavation process. The test pit logs are attached to this report. Recovered soil samples were subjected to moisture content tests. Test results and field density information are summarized on the test pit logs. Although there may very well be some variation in the subsurface and/or conditions may not be readily apparent from the ground surface, we expect the following subsurface interpretation will be essentially correct: The property is generally overlain with one to two feet, or more, of moist medium-dense gravelly silty sandy fill. Underlying the fill are variable soils typical of river and marsh deposited sediments. The test pits encountered lenses and layers of silt, sand, and peat. The soils generally varied from soft to medium- dense. Seeping groundwater and caving was noted below a depth of about seven to eight feet. I I ► iT_ _ r E iI I HULEATT DENTAL BUILDING Job Number 7071 September 30, 1997 Page 3 The final test pit logs which are attached to this report present our interpretation of the field data and laboratory tests. The stratification lines on the logs represent approximate boundaries between soil types at the exploration locations. In actuality, the transition may be gradual. The relative densities and moisture descriptions on the logs are interpretive description based on observed conditions during excavation. The logs should be reviewed for specific subsurface information at each location tested. Conclusions and Recommendations General: The following general geotechnical conclusions can be drawn from our field and laboratory test data: 1) The native river-deposited silt, sand, and peat cannot provide support to structures or floor slabs without preloading and additional reinforcement. The preloading option is only viable if there is enough time to allow the preload to completely settle. The preload would consist of a minimum of eight feet of fill over the entire building site. The preload would have to be left in place until we determine that the required preload settlement is complete. We ! estimate that this may take one to six months. I 2) If construction must begin shortly, the building loads should be supported on deep foundation elements such as driven piles or drilled piers. If the foundation consists of piles or piers, preloading of the building area is not required. 3) Regardless of which option is selected, the parking lot should be preloaded with a minimum of two feet of fill. After this preload is removed, the parking lot subgrade should be reinforced with a minimum of one foot of compacted aggregate base. 4) If preloading and shallow foundations are selected for this project, then after the preload settlement is completed, we recommend footings be underlain with a minimum of two feet of compacted crushed rock or quarry spalls. Footings bearing on a minimum of two feet of compacted crushed rock or quarry spalls (after preloading is completed) can be designed utilizing a bearing pressure of 1500 pounds per square foot (psf). 5) Soils with a high percentage of silt and/or clay (>15%) are moisture sensitive and difficult to impossible to utilize as structural fill is the soil is more than two to three percent wetter or drier than the optimum moisture content at the time of compaction. Organic-rich soils cannot be used as structural fill. Most of the soils at this site are silty and/or organic-rich, and are moisture sensitive. i i i t_ �� I HULEATT DENTAL BUILDING Job Number ..-071 September 30. 1997 Page 4 Preload Fill and Settlement Monitorinu. 'The purpose of the preload protuam is to induce a major portion of the shallow lding construction. The preload program will also foundation settlement prior to bui reduce differential settlements caused by variability in the building loading and thickness of the underlying compressible soils. The preload fill does not have to meet any specific requirement except that it has to have a minimum in-place density of one hundred twenty (120) pound per cubic foot (pcf). However, the owner can specify that the preload till is to be used later as till on another portion of the site (i.e., aggregate backfill for parking lot), and must therefore meet requirements for structural fill. The top of the building preload should extend a height of at least eight (8) feet above the existing grade or footing bearing elevation, whichever would result in the greater height of preload fill. The crest of the preload should extend full height at least five feet beyond the proposed building footprint. The side slope of the preload fill should be sloped to a 1:1 (Horizontal:Vertical), or flatter. The preload fill surface should be crowned slightly to promote drainage. Prior to placement of the preload, we recommend that at least five (5) settlement markers be installed in the preload area (the four building corners and the center of the building). Care should be taken to protect these markers from damage or disturbance during fill placement. The markers should be surveyed prior to and during fill placement, and at intervals of 1, 2, 4, 6, 8, 16, 32 (and so forth) days after completion of the fill placement. Initial reading should show the existing ground surface elevation, and the reading taken during the day (or days) of fill placement should show the preload fill thickness. It is imperative that numerous survey readings be taken during the initial stages of preload placement and settlement. We recommend the preload fill remain in place until our analysis of the settlement marker observations indicates the consolidation of the underlying compressible soils is largely complete. We should be provided with settlement readings on a timely basis so we can complete our analysis. We estimate that preload fill will have to be in place for one to three months, although the preload may need to remain in place for up to six months. I f f I -� - - VI I KULEATT DEA TAL BUILDING Job Number .071 September 3 0. 199% Page Foundations — Shallow Conventional: After removal of the preload till, the proposed new structure may be supported on conventional continuous and spread footings bearing on a minimum of two feet of compacted crushed rock or quarry spalls placed atop firm competent native silty soils. Spalls or crushed rock should be beaten into the ground with the back end of a trackhoe bucket to a dense unyielding condition. Over-excavation of the footing excavation is required. All footings should bear at a minimum depth of one-and-one half (1.5) feet below the adjacent outside finish grade. A bearing pressure of one thousand five hundred (1500) psf may be assumed for footings bearing directly on a minimum of two feet of compacted crushed rock and/or quarry spalls. The design bearing pressure may be increased by one-third to accommodate short term wind and seismic loads. To provide j protection against shear failure, we recommend continuous and spread footings have minimum widths of sixteen(16) inches and twenty-four (24) inches, respectively. fSpalls or crushed rock placed under footings should extend out beyond the edges of the footings a minimum distance equal to one-half the fill depth. For example, if two feet of structural fill was placed under a sixteen-inch-wide footing, the total minimum width of the fill (and therefore the footing excavation) would be forty inches. We estimate that after preloading, footings bearing on properly compacted crushed rock and/or quarry spalls will settle approximately three-quarters (3/4) of an inch between building corners. Lateral loads such as wind and seismic forces are accommodated by friction between the foundation elements and the bearing soils and by passive earth pressure against the foundations. However, passive earth pressure is only available if compacted structural fill is used to backfill against the foundations, or the foundations are poured against the existing soil. The passive resistance of undisturbed native soil and properly compacted structural fill may be assumed to be an equivalent fluid pressure of two-hundred fifty (250) pounds per cubic foot(pcf). Deep Foundations—Piles or Piers: This foundation option would be necessary if construction must be finished soon, or if preloading is impossible. Our proposal did not cover deep test borings to properly analyze and design deep foundations. Deep foundation elements can consist of driven timber piles or drilled augercast piers. We would give a preliminary estimate that deep foundation elements would extend to approximately 25 to 30 feet below grades. We anticipate that piles or piers would have an individual vertical capacity of around 15 tons and a lateral capacity of one ton. I i HULEATT DENTAL BUILDING Job Number %071 Page 6 September 30, 1997 Seismic DesiQll. The site is classified as Seismic Zane 3 by the Uniform Building Code. We recommend the designer utilize site soil coetlicient SE in their analysis. t� Site Drainage: r The site should be graded during construction so that surface water is directed away from any excavation. Water should not be allowed to pond where foundations, pavements, or slabs are to be constructed. i Final site grades adjacent to the buildings should be sloped away from the structure for a t minimum distance of ten feet. Roof and surface water drains should discharge to an ` appropriate facility. Care should be taken during design to ensure that the building will not be inundated with water during a flood. If raising of the existing grades is required, we should be notified to consider the impact on our recommendations. i E Footing drains are probably not necessary on this site, depending upon the location and finish grades of the structure. If footing drains are required, they should consist of a slotted four-inch-diameter PVC pipe bedded in, and covered with a minimum of six inches of drain rock. The invert of the pipe should be placed blow the bottom of the floor slab. A non-woven geotextile fabric (N irafr MON, Supac 4NP, or other equivalent) should be wrapped around the outside of the drain rock. The PVC pipe should be sloped to drain, and may be connected to the roof and surface water discharge pipe down- gradient and away from the structures. Excavations and Slopes: Temporary and permanent excavation and slopes for this project must meet all applicable government safety regulations. Temporary cuts to a depth of four feet may be attempted vertical, although they may not hold. Excavation slopes greater than four feet in depth , but above the groundwater table should be cut no steeper than 1.25:1 (Horizontal:Vertical) Temporary slopes below the groundwater table (about seven to eight feet below existing grades), will most probably require shoring. Contractors working in excavations should use caution at all times. Sudden caving of the side slopes is likely. Permanent cut and fill slopes which are not otherwise reinforced should not exceed 2:1 (H:V)• i I t f HULEATT DENTAL BUILDING Job Number 7071 September 30, 1997 Page 7 General Earthwork and Stnictural Fill. Site construction should begin by stripping and clearing the property of all vegetation, organic-rich topsoil, and any other deleterious material. Stripped materials may have to be removed from the site. At standing groundwater table was noted during our fieldwork. The contractor should anticipate, and be prepared to accommodate moderate seepage into even shallow excavations. Structural fill is defined as any fill placed below structures, including slabs, where the fill soils would need to support loads without unacceptable deflections or shearing. Structural fill should be placed above unyielding native site soils in maximum eight-inch- thick loose lifts and compacted to a minimum of 95% of Modified Proctor (ASTM D1557). Crushed rock below the floor slab should be placed in maximum eight-inch- thick loose lifts and compacted to a dense unyielding state. Soil is typically difficult to place and compact as structural fill if more than three percent from the optimum moisture content at the time of compaction. During wet weather or under wet conditions, structural fill should consist of a granular soil having less than five percent silt or clay (measured on that portion which passes the '/4-inch sieve). -During dry weather, water may have to be added to the soil to achieve the required soil density. i Wet Weather Construction: If the site is developed during extended periods of wet weather or in the winter, the l; following are anticipated additional costs and changes which should be anticipated: f 1) Excavated slopes and fill piles will have to be protected with plastic. 2) All excavated soils will be unusable as structural fill. 3) Foundation excavations will required additional over-excavation on the order �1 of six inches to one foot), and replacement with crushed rock. f 4) Numerous site visits will be required by this office to evaluate soil conditions, confer with the contractor, and make remedial recommendations. 5) Costs of maintaining the site and cleaning adjacent streets/property will increase. 6) A reinforcing geotextile fabric (i.e., Mirafi 600X) will be required atop the fnative soil prior to placement of the first lift of aggregate base in the parking lot. 7) Construction access road reinforcement will be required. This may require quarry spalls, geotextile fabric, lime or cement addition, or some combination of these methods. 1' HULEATT DENTAL BUILDING .lob Number 7071 September -10, 1991 Page Closure: i It is recommended we be retained to review the final development plans to verify site specific subsurface requirements are met and our recommendations have been accurately : interpreted in the plans. It is also recommended that we be retained to provide professional geotechnical consultation and observation services during design, preloading, and construction. This allows us to: 1) Confirm that design conforms to specific subsurface requirements; 2) Confirm that subsurface soils conditions exposed during construction are consistent with those indicated by this report; 3) Evaluate whether earthwork and foundation d construction activities conform to the intent of the contract specifications and plans; 4) i Evaluate preload settlement progress; and, 5) Provide recommendations for design changes in the event of changed conditions. While on the site during construction, we will not direct or supervise the contractor or work, now will we be responsible for providing on-site safety or dimensional measurements during construction activities. It has been a pleasure providing you with our professional services. If there are any questions concerning this report, please contact me directly at 425-827-1084. Thank You: DODDS Geosciences Inc. K. Daa r0/%7 ,mac 2250 s i Mark K. Dodds, P.E. i MKD/ms I' } � - I J ��'t� T:. tY Y. J DODDS GEOSCIENCES INC. PLATE 1 GUIDELLNES IN 'I IM USE OF 'CHIS REPORT Thus report for Job No. 7071 was prepared in accordance with local generally accepted engineering principles and standards. No warranty is expressed or implied. The findings and recommendations contained in this report are based upon the limited services which you requested. Geotechuucal engineering requires the application of professional judgment, as no study can completely quantify subsurface conditions. The owner should seriously consider any recoirunendations for additional work contained in the report, as it is then our professional opinion that this additional work is necessary to augment and/or fulfill site specific requirements. This report is an informational document, and is not to be used for contractual purposes. Any interpretation of subsurface conditions in the report including the test pit logs, and/or text discussions are based upon our testing, analysis, experience, and judgment. There is no warranty that these subsurface interpretations represent subsurface conditions other than that which occurred at the exact locations tested at the time the fieldwork was conducted by this firm. i Groundwater levels can be especially sensitive to seasonal changes. This firm is not responsible i for interpretations others make using this report. The conclusions and recommendations in this report assume that the field tests that were conducted accurately represent subsurface conditions of the site. If, during construction, significantly different subsurface conditions are encountered from those described in this report, our firm should be notified at once to review these conditions and revise our recommendations as necessary. Also, if there is a significant lapse of tune between this report submittal and the start of work at the site, our firm should be allowed to review and verify site conditions. Unanticipated soil conditions are commonly encountered during excavation and construction, and simply cannot be fully anticipated by periodic soil and/or rock sampling at widely spaced testing locations. The owner should be prepared to accommodate potential extra costs through the development of a contingency fund. This firm cannot be responsible for any deviation from the intent of this report including, but not limited to the nature of the project, the construction timetable, and any construction methods discussed in the report. The recommendations contained in the report are not intended to direct the contractor's methods, techniques, sequences or procedures, except as may be specifically described in the report. This firm will not be responsible for any construction activity on this site, nor are we responsible if others attempt to apply this report to other sites. Job Number 7071 - Plate 2 Guidelines Huleatt Dental Building 79th Avenue Northeast Arlington, Washington I I T`\ � DODDS GEOSCIENCES INC. i 10, U11L EASE --� 1 ACCESS J0 EASE 40.94 30 o� 0 I S 89 46 39 W 182.75 ( I I TP-2 ILL ® I. I PARCEL L 39.a1 3� M 07 S .Fr I I Q ,� Q I ExcU 0.5.0.L k ACC -T P—1 I I EASE. M399 SQ.FT. I I 66 A 29 �• � 8 '0 '5 ' S O �s g�.a► AL5w L At A 60•JS,9� `1 K 32.29' Job Number 7071 - Plate 3 Site Plan Huleatt Dental Building 79th Avenue Northeast Arlington, Washington •� r _ - a�ysr=y;y.(�,. �isa.rla1•iiili JfTl:lyy.pr.: ��J l. ...Y ,r ... DODDS GEOSCIENCES INC. F I U�-� � c[ TT al •o��i � I� MAPLE S7 - -- -- - - - -- - ON Si MAPLE r- x 23 STH ST WE _ -- us _ NE 1 T f m 5 t �yfjt J� wF HIGHLAND OR RD (212TH AAIIGFCiV� e I T NE) �. a �fNSfN `.■ f '�° 20BM $7 "1{[ ti. ST .•(•..... AGE 144 '90 t �,NE I CTXR[tY I 2dfTH ST NF q w p. b LIJ 197M 200TN 5T NE R; _INGTON 1 ST ME <� a � F 19 ST WE =r SY I - T m r Pi NF .•'191 a PEN �� Pl MEj - — — --�-- T I 1 ST ' 'r7 . 186TH ST Br s P c Job Number 7071 - Plate 2 Vicinity Map Huleatt Dental Building 79th Avenue Northeast Arlington, Washington - . �-- _ _ - � I I I TEST PIT 1 EXCAVATED: 9/ z LU GATE EXCAVA r 4197 QL _j U) CL EXCAVATION METHOD: Backhoe U Z Lo cu (n < (D Dodds, s P.E.Ln C3 (n 0 DESCRIPTION LOGGED BY: Mark K. Oodds, P. 0 SURFACE ELEVATION: I Road Fill ;,r=veiiv -zii!v I L 3 2- - 3-0'- H L 4— -'own to gray Sit( with iavers ci asn ana lenses or coarse :and, ery moist to wet, firm. 3 6.0'- 7.0'22.9% 6- 8— Peat 10 I 3row, fibrous Peat, wet, soft. _ 4 10'- 11' 2_36.2% JiLk 12 NIL ray S— S ray Gandy Silt with lenses of Peat, wet, medium-dense. 141 Stopped at 14.0 feet. Moderate to heavy groundwater seepage below - 8.5 feet during excavation. Moderate to heavy caving. 16 0 cn L) TEST PIT 2 z W — DATE EXCAVATED:9/4/97 _j :r :5 z U) CL a- EXCAVATION METHOD: Backhoe 06 t' L) <(D (U 0 U) CC 0 LOGGED BY: Mark K.Dodds, P.E. U) C3 =)— 0— cn (b_j DESCRIPTION SURFACE ELEVATION: J Road Fill Brown Gravelly Silty Sandy Fill, moist, medium-dense. 2 OIL Brown Silt wet soft. SP OIL Gray Sand, moist, medium-dense. 4— Dark brown Peaty Silt, wet, -soft. 6— ML Brown to gray Silt, wet, stiff. 8— SP Gray coarse Sand, wet, medium-dense. With lenses and layers of firm 10— Silt and Peat. 12— GP Gray Sandy Gravel, saturated, dense. 14— Stopped at 14.0 feet. Moderate to heavy groundwater seepage below - 7.0 feet during excavation. Standing groundwater at 12.0 feet during 16 excavation. Moderate caving. DODDS Geosciences Inc. P.O. Box Me LOG OF TEST PITS I AND 2 TEST PIT Bellevue, Washington Huleatt Dental Tele: (208) 867-3297 Arlington, Washington REPORT ...: i _ - - I . � �� \ \ ' — ~ �^ � �^~ . ' AUG � ^4 1q�Q �� _ - _-- -- -- _ .^^`' Biological Services CITY OFARL|NGT�� &721- 197th Place N�� ,� �� - | � Arlington, WA 98223-8734 �� «� � �"�*� �� '� ^ (360) 435-3180 Applicant: Dr. Jeff Hu|eatt' ODS Contractor: Kirtey-Cole, Inc. 17102 Jim Creek Road P.O. Box 1178 Arlington, WA 98223 Snohomish, WA 98291 Attn: Jinn Pierce H /360\ 435-2786 [> (3G0) 568-041 3 0 (360) 435-21 5l F '3G0' 568-791 9 Subject: Wetland Classification for Parcel E' proposed site forHu|matt Dental Building Reference: Tax Account Number 8291-000-005-006; Property located within the City of Arlington, VVA` and located on 77th Ave. NE, south of 204th Street NE. On Jonuary 31. and February 3' 1998 at the request of Dr. Jeff Hu|eatt, HydroTerra conducted asito reconnaissance on the above referenced property, and adjacent property p� to the south and north, to provide a classification of the wetland shown on the site plan which was previously delineated by Cascade Surveying and Engineering, Inc. inl995. A formal Wetland Delineation and Determination report was not available. Field observations of that area indicated as wetland on the site plan confirm that the three required parameters are prmsmnt, indicating this area is a jurisdictional wetland. In accordance with the Unified Development Code adopted by the City of Arlington on April 29. 1996, wetlands are classified according to the Category Criteria in Section |X. F.3b. Our reconnaissance of the property and adjacent area discovered the following: Physical Features and Zoninq This bL zoned porom| is o rectangular shaped parcel with o gross area of 33,107 SF. It is relatively level with slightly higher ground on the eastern north half adjacent to 77th Ave. NE.. The west side is bounded by State Highway 8. Adjacent tothe north side ' is an undeveloped povcm| and further north are established nnmdioo| professional offices. To the south is o developed area zoned R-HD where there is an apartment complex and o forested area that extends westerly to Highway 9 and northerly to the subject pmrce|'s south boundary. At present there is no development to the east. The western and southern portions of the property where the wetland is positioned are slightly lower in elevation than the eastern north half. Grasses are the predominant vegetation feature for this parcel. A scrub-shrub forested community is present along the southern boundary. A ditch is present along the west side that borders Highway 9 and along the southern side adjacent tnthe forested area. I of 4 1 --, �� a.. �•. r . - �. - - - - - - - - - - - - - - rc Hydro Terra; February 4, 1998 Dr. Jeff Huleatt Wetland Classification for Parcel E Hydrology In addition to direct precipitation and impervious surface run-off from Highway 9 and the surrounding development (R-HD zoning, apartments) to the south, hydrologic influence to this site appears to be ground water driven. The hydrologic gradient for this surrounding area appears to be northerly and westerly for the most part, arising from hydrologic influence off- site about 1/4 of a mile to the south where the Portage and Prairie creek drainages descend from steep slopes onto this alluvial valley flat. At the toe of slopes south of the R-HD zoned area (apartment complex) is a Type 4 creek (an old ditch) that flows westerly passing through a 36" concrete pipe under Highway 9 toward the Prairie Creek drainage. This creek does not appear to have a direct connection with Portage Creek located to the southeast and is charged by wetlands associated with it upslope to the south. The level grassy meadow area north of the creek (south of the apartments) resembles an emergent wet meadow. Water is intercepted on the north side of this wet meadow by a ditch/berm structure (constructed south of the apartments) and is directed west toward Highway 9 and northerly toward the subject parcel. Near the southeast corner of the parcel, within the wetland boundary previously delineated, the ditch from the south that lies west of the constructed berm turns westerly along the south side of the parcel and directs water toward the ditch situated below the fill slopes of Highway 9 and the west property boundary. The ditch on the south side is conjoined to the ditch on the west side by a 36" CMP under an abandoned elevated farm road that bears south from the southwest corner of the parcel situated east of the ditch and Highway 9. The wetland on the subject parcel appears to be influenced by these ditches. The western and southern upland portions of the site adjacent to these ditches are likely partially drained due to the gradient of the ditches moving water toward Highway 9. No outlet was observed that would allow water to pass to the west under the highway or to the north away from the site. Therefore water will tend to accumulate and infiltrate at the west side of the site. Soils It was not within the scope of this reconnaissance to extensively examine the soils as this was conducted by another consultant, however the southern and west portions where the wetland has been previously identified do appear to be comprised of a mix of organic and mineral hydric soils disturbed from past activities. The soil unit mapped for this site and the surrounding area is Norma loam, and is classified as a hydric soil (Natural Resource Conservation Service, "Soil Survey of Snohomish County Area, Washington", 1983, Debose and Klungland). The color of the soils examined within the wetland area previously delineated appear black, low in chroma (Munsell 1), with field indicators including redoximorphic features and a sulfidic odor in the upper solum. In this area the water table was visualized in the upper 10 inches of the soils surface and saturation was to the surface during the time of the reconnaissance. These observations were made landward of the ditches in the area previously delineated as a wetland. The field indicators observed satisfy hydric soil characteristics. 2 of 4 Hydro Terra; February 4, 1998 Dr.Jeff Huleatt Wetland Classification for Parcel E Vegetation Except for a small area at the southern portion of the site, the vegetation on this parcel is comprised predominantly of grasses and weedy herbaceous species. The grassy area previously delineated as wetland is comprised of a monotypic stand of reed canary grass (Phalaris arundinacea). The upland grassy areas of the eastern and northern portions are comprised of predominantly of orchard grass (Dactylisglomerata) and bentgrass (Agrostissp.) with Canada thistle (Cirsium arvense) and reed canary grass being scattered. The vegetation community of southern portion of the site (south of the east/west bearing ditch and extending south off-site) is comprised of a broad-leaved deciduous forested overstory consisting of predominantly red alder (Alnus rubra) and scattered cottonwood(Populus balsamifera) trees. The shrub understory is moderately dense comprised of willow (Salix sp.). Red elderberry is scattered. Woody vines consist of dense patches of Himalayan blackberry (Rubus discolor). The vegetation communities observed within and adjacent to the ditches south and west are comprised of predominantly reed canary grass, scattered willow, and scattered cattail ( Typha latifolia). Algae, floating forbes and emergent herbs are present in areas where there is standing water exposed in the ditch. In summary, the vegetation communities of the upland area occupying the eastern and northern portions of the parcel is mowed grass and within the previously delineated wetland area in the western and southern portions is unattended reed canary grass. The deciduous forested component of the wetland south of the grassy area is comprised of predominantly facultative and wetter species. The understory appears to be comprised of a mixture of facultative wetland species. Where the soils are drier and slightly higher in elevation facultative upland species consist primarily of Himalayan blackberry. Wetland Classification The forested component of the wetland onsite comprises less than 15% areal cover of the property. However the wetland area as a whole, regardless of property lines, is comprised of greater than 20% forested areal cover. Therefore the classification of this wetland would be considered as a Scrub-Shrub, Broad-leaved Deciduous Forested wetland, with a smaller area consisting of emergent grass. The wetland does not appear to have a direct connection with an salmonid fish-bearing stream. It appears that portions of the wetland have been ditched to control the water table for past agricultural purposes, filled, cleared and planted with grasses prior to federal wetland jurisdiction. The wetland, surrounding scrub -shrub forested areas have structure and elements to provide a variety of habitat for local native upland birds, deer, small mammals, amphibians and insects. These vegetation communities are contiguous with the shrub forested slopes present south of the site. This provides a contiguous vegetated corridor between Highway 9 and the R- HD zone. No endangered or threatened species were observed in this area on this day and no large nesting sites were seen. Snag production and habitat for cavity dwelling dependent species is present in the forested area south of the site. 3 of 4 i Hydro Terra; February 4, 1998 Dr.Jeff Huleatt Wetland Classification for Parcel E In accordance with the City of Arlington, Unified Development Code, this wetland would be classified as a Category III wetland. This wetland does not exhibit those characteristics outlined for Category I or Category II wetlands. The majority of the wetland area on-site is dominated by a monotypic stand of reed canary grass. Required Buffers Category III wetlands are afforded a minimum of 25 foot wide buffer in accordance with the City of Arlington, Unified Development Code Section IX.F.4.b. These buffers are regulated in accordance with the code and shall not be disturbed without required permits. To facilitate identifying the landward edge of the buffer in the field and prevent disturbance of the buffer and the wetland, it should be surveyed and marked in the field prior to site development. For reference, the site plan is provided with the bearings and distances of the landward edge of the buffer. It is recommended that Temporary Erosion and Sediment Control filter fabric fencing or other approved Best Management Practices be employed to protect this area from construction disturbance and run-off of sediment laden water. Please feel welcome to ask if you have any questions or if we can be of further assistance. Respectfully Submitted, Hydro Terra Bill Brad , iologist 4 of 4 .�. ti RECEIVED City of Arlington AUG 2 4 1998 Department of Planning and Community Development CITY OF ARLINGTON Se pa Checklist �,)-3 CITY OF ARLINGTON ENVIRONMENTAL CHECKLIST Purpose of Checklist: The State Environmental Policy Act (StPA), chapter 43.21C RCW, requires all governmental agencies to consider the environmental impacts of a proposal before making decisions. An environmental impact statement (EIS) must be prepared for all proposals with probable significant adverse impacts'on the quality of the environment. The purpose of this checklist is to provide information to help you and the agency identify impacts from your proposal (and to reduce or avoid impacts from the proposal, it can be done)and to help the agency decide whether an EIS is required. Instructions for Applicants: This environmental checklist asks you to describe some basic information about your proposal. Governmental agencies use this checklist to determine whether the environmental impacts of your proposal are significant, requiring preparation of an EIS. Answer the questions briefly, with the most precise information known, or give the best description you can. You must answer each question accurately and carefully, to the best of your knowledge. In most cases, you should be able to answer the questions from your own observations or project plans without the need to hire experts. If you really do not know the answer, or if a question does not apply to your proposal, write "do not know" or "does not apply". Complete answers to the questions now may avoid unnecessary delays later. Some questions ask about governmental regulations, such as zoning, shoreline, and landmark designations. Answer these questions if you can. If you have problems, the governmental agencies can assist you. The checklist questions apply to all parts of your proposal, even if you plan to do them over a period of time or on different parcels of land. Attach any additional information that will help describe your proposal or its environmental effects. The agency to which you submit this checklist may ask you to explain your answers or provide additional information reasonably related to determining if there may be significant adverse impact. Use of checklist for nonproject proposals: Complete this checklist for nonproject proposals, even though questions may be answered "Does not apply". IN ADDITION, complete the SUPPLEMENTAL SHEET FOR NONPROJECT ACTIONS (part D). For Nonproject actions, the references in the checklist to the words "project," "applicant," and "property or site" should be read as "proposal","proposer," and "affected geographic area," respectively. A. RACKCROUND 1. Name of proposed project, if appp�licable: Hule--�t ff pepi*a l Dtf'�Ge- 2. Name of Applicant: Po" de q Ru legt C►^ee k � 3. Address and phone number of applicant and contact person: 1?/D Z�i�� BZZ Ae if Date checklist prepared: �344 3 S-Z 1 S 1 4. g1Zq/4� 5. Agency requesting checklist: 19141-lHiKf 6. Proposed timing or schedule (including phasing, if�c applicable): Sf4v`�` Gonsf✓K G 1 �oK sep l �1 S F,�►s� Javc. �� 7. Do you have any plans for future additions, expansions, or further activity related to or connected with this proposal? NC) p g. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. 56f 1-7r'6-ttW Report R d ro 7e- era 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. 10. List any�overnmental approvals or permits that will be needed for your proposal, if known. Br.tildipt Pet 11. Give brief, complete descriptio", of your proposal, including the his proposed checklt that ask uses and e size of the project and site. There are several questions�� n t ou to LfJ✓�5�r�l G�c D✓� of �arki��• describe certain aspects of your proposal. You do not need to repeat those answers on this page. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps-or detailed plans submitted with any permit applications related to this checklist. TO BE COMPLETED BY APPLICANT Evaluation for Agency Use Only B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site(circle one): Flat rolling,hilly,steep slopes, mountainous, other b. What is the steepest slope on the site (approximate percent L D/ slope)? !� C. What general types of soils are found on on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note andy prime farmland. Oot^ma loo � d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. u0 3 e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. 661pelgd� b6f.4-1 pJaav Ok s P- zP-,tf&, f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. NO g. About what percent of the site will be covered with impervious surfaces after project construction(for example, asphalt or buildings)? 20% h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: 7emprae e✓'osiot, Gokft-ol easure5 ,oey- ply 2. Air a. What types of emissions to the air would result from the proposal(i.e.,dust, automobile, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. N/A b. Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe. c. Proposed measures to reduce or control emissions or other impacts to air, if any: N11111- 3. Water. 4 A. Surface: 1) Is there any surface water body on or in the immediate vicinity of the site(including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream/ or river it flows into. —r7 c ev'(�° !5 GZ Gve�lapt d S 7 u1`' 4a5 4eekr Sated b u btDli S f See a I 'gC14P re XI 2) Will the project require any wor over, in, o a jacent to(within 200 feet) the described waters? If yes, please describe and attach available plans. Yes 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicated the source of fill material. N174, 4) Will the proposal, require surface water withdrawals or, diversions? Give general description, purpose, and approximate quantities if known. NO 5) Does the proposal He within a 100-year floodplain? If so, note location on the site plan. IUD 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. 1L0 B. Ground.• 1) Will ground water be withdrawn, or will water be discharged to ground water? Give general description, purpose, and 5 approximate quantities if known. N/A 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial,containing the followin& chemicals...; agricultural; etc.): Describe the general size of the system, the number of such systems, the number of houses to be served(if applicable), or the number of animals or humans the system(s) are expected to serve. NIA C. Water Runoff(including storm water): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. iklyo dtnG e,�-q easr ! rde 2) Could waste Yaterials enter ground or surface waters? If so, generally describe. ND d. Proposed measures to reduce or control surface, ground, and runoff impacts, if any: NAB 4. Plants a. Check or circle types of vegetation found on the site: deciduous tree: alder,maple,aspen,other evergreen tree:fir,cedar,pine,other shrubs grass pasture �op or grain wet soil plants:cattail, buttercup,bulrush,skunk cabbage, other 6 water plants: waterlily, eelgrass,milfoil,other other types of vegetation b. What kind and amount of vegetation will be removed or altered? 4—v z:5 s w,'11 b e re V%q ove d , C. List threatened or endangered species known to be on or near site. N W E d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: 5. Animals a. Circle any birds and animals which have been observed on or near the site or are known to be on or near the site: BIRD S: hawk,heron,eagle,songbirds,other: MAMMALS:deer,bear,elk,beaver,other: FISH: bass, salmon, trout, herring, shellfish, other: b. List any threatened or endangered species known to be on or near the site. N/14 C. Is the site part of a migration route? If so, explain. ND d. Proposed measures to preserve or enhance wildlife, if any: N/14 6. Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy EcWdst 7/30/96 7 needs? Describe whether it will be used for heating, manufacturing, etc. 61&d�fc,Yea - p� dos b Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. ND C. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, rick of fire and explosion, spill or hazardous waste, that could occur as a result of this proposal? If so, describe. 1) Describe special emergency services that might be required. 2) Proposed measures to reduce or control environmental health hazards, if any: 14A b. Noise EcWdst 7/30/96 1) What types of noise exist in the area which may affect your project( for example: traffic, equipment, operation, other)? NON5 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. 3) Proposed measures to reduce or control noise impacts, if any: N11A 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Gowih-rc°�-G�a� u�de��loped b. Has the site been used for agriculture? If so, describe. ND C. Describe any structures on the site. NONG7 d. Will any structures be demolished? if so, what? NIA e. What is the current zoning classification of the site? �I EchMst 7/30/96 9 f. What is the current comprehensive plan designation of the site? g. If applicable, what is the current shoreline master program designation of the site? N/A h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. Ye-S i. Approximately how may people would reside or work in the completed project? J. Approximately how many people would the completed project displace? NO14 k. Proposed measures to avoid or reduce displacement impacts, if any: / I. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plan, if any: N/A 9. Housing Echklst to 7/30/96 a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low-income housing. N/A b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle or low-income housing. C. Proposed measures to reduce or control housing impacts, if any: N/A 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? hfe(y14r = Z 0 1 b. What views in the immediate vicinity would be altered or obstructed? NDt4E C. Proposed measures to reduce or control aesthetic impacts, if any: 14/A 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? b. Could light or glare from the finished project be a safety hazard or interfere with views? NO C. What existing off-site sources of fight or glare may affect your Echkist 7/30/96 l ) proposal? d. Proposed measures to reduce or control light and glare impacts, if any: -5wpd- poles 12. Recreation a. What designated and informal recreational opportunities are in the immcdiatc vicinity? N/A b. Would the proposed project displace any existing recreational uses?` If so, describe. 140,E C. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: �4/A 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, national, state, or local preservation registers known to be on or next to the site? If so, generally describe. IUD b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. �J/A C. Proposed measures to reduce or control impacts, if any: N/t4 EcWdst 7/30/96 12 14. Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans, if any. b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? Yes C. How many parking spaces would the completed project have? How many would the project eliminate? !-5-, AN opt!�E- d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private). N 0 e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. 1�0 f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. "�V4% 35-~--f-0 5- Pe4 ik�s g. Proposed measures to reduce or control transportation impacts, if any: N/A E`Wdst 13 7/30/96 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. NO b. Proposed measures to reduce control direct impacts on public services, if any. 16. Utilities a. Cycle ut' ' 'es ently available at the site- a ect ' 't natural gas wat efus service, e ephone nitary sewe septic system, other. b. Describe the utilities that are proposed for the project, the utility providing the service and the general construction activities on the site or in the immediate vicinity which might • be needed. C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency,is relying on them to make its decision. Signature: Date Submitte : — Z Echklst 7/30/96 14 i BL= _�G PER-N' = A2FLICA-TIC CHEC== RES & DUTi. CO & LNG SITL PLa1�i PLC ti 1 A-C- DRYWr—,\4-CS STT�C�' DR. !"CS Uj�,QQ StiCT D1 'GS TOGA L DESC==TGN AL DESK... p:,Obi 1=1 4=CY C-I CS � D, MGY C.A_L cs STORM DPUR AGE STORM DR. CE S=11 C T yg D=CN aA CMC=Z- u=. i=DRY w_ CS Ltd ==ree ( . ) c'imes of are Fay ( ' juO r+ T u For a=lication rar =.0 (j S zoi\ iC- S.r�A=- �2 USE R AR LOT COV-ERAGE ODE Name: °=o1ec� --,roe: i'�G� CL`YJ� 'b+ )- -7 � a D-LS 1=I U Puoiic Wars Fire Deft Tchn F-z== Dale i,=ed for c==Mcd= 1-,'3t= �..SZIDIIIILCe� WIYYL c�2CG'�OIIS Date reaa7 to issue: Date issue: RECEIVED AUG 2 4 1998 CITY OF ARLINGTON 9 $ - 39A ! 1 � J ., 25' BUILDING SETBACK ACCESS 10' BUILDING SETBA_CF( EASEMENT o j N 86'26'45" E 182.76' + 130 i31 SSAIH• I + — •. 1 — — — — +:• 1S' LAN p AP CONCRETE y. 1 1 — WALK 3 1� ,• STOP S N q I A i DETENTION ` �% �� ; CONCRETE To I 1 POND .:.N,� USH END TO e W� SPHALT GJcu , ,:: BUS SHELTER 1 4 �6 BUILDING rSETBACK 2.765 SF / / % , k UTILITY El, ri, \�, v:1 • 00 .40 ice, 1 o \ J1N 11T Q ASPHALT PAVING 8e W u` — 38,2 6' SEE DETAILS 6. 7 k�TING DRAIN 8 FOR PAINTED LINES 1 TRIPES k SYMBOLS '�!' L j `tv uo \ \0 DAYLIGHT '1' tit o ` �' �� ` 1`' \ (1� `• ,�25- WETLAND SETBACK \ SETBACK 7ij - SCREENED ENCLOSURE" ` FOR DUMPSTER `� 1 1 �•` ' WETLAND BOUNDARY ` ` 1 NOTE: SEE SHEET C2 FOR BUILDING LOCATION. 1 WETLAND SET CKI NORiN S I T E P L A N N, SITE.DWG SCALE: 1"= 20'-0" N B6'26'45" E 167.99 ti J ♦1 CITY OF ARLINGTON Building Department PLANNING AND ZONNG REVIEW I. ZONING COiti1PLLAYCE: A. Zone Classification B. Permit Use: Yes No C. If no, extension of non conforming use: D. Minimum lot size required: Shown E. Yard Requirements: Required Shown 1. Front 2. Side 3. Rear F. Height limitations, Maximum G. Landscaping and plan required: Yes No H. Parldng: 1. Off street pariang required: Yes No 2. Plan provided: Yes No 3. Adequate parldng provided: Yes No II. LOT COVERAGE: A. Allowed: More/Less Shown: Approved DETERMINATION OF S.E.P.A. CATEGORICAL EXEMPTION Action/ Application Title: SFR Brief Description Of Action: EXEMPT Code reference allowing exemption: W.A.C.197-11-800 1(b) Person malting determination: Date: Memorandum 41) City of Arlington Building Department Date: August 26, 1998 To: Ryan and John DCD CC: file From: Reta Subject: Building Permit#98-3242 for Dr. Jeff Huleatt Please review the attached information for a Dental Office for Dr. Jeff Huleatt and respond with comments by Sept. 14, 1998 building\memo\dcd 82698 Y City of Arlington Building Der' FIRE DEPARTMENT CHECK=+T PERMIT # �0 — DATE: NAME: ]off ADDRESS: T, LEGAL: BUILDING USE: I- e-An4a J±i C_C----OCCUPANCY CLASSIFICATION: A B E F H F-1 2 12.1 131 4 1 1 2 1 3 1 2 1 1 2 1 3 4 5 6 7 I M R S U 1.1 1.2 F2T3 1 3 1 1 F2 F T4 5 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. I ONE-HOUR N ONE-HOUR N H.T. ONE-HO N Item inspected&completed Site Plan: Approved Denied Signature & Date: Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: #of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Signature BuilMorm\Mchecklist 1 r._ WE Till I. "JIII a'111 %LT 1 aof o M 1 = y mo— 0 0 L- I L 3TC f I I ` 1 i i r *T .� •1 _ T. - r- - - - mom , MqAPIVIN _ J v r LBwd3ir. rn � I _ Tr, yal 0 wi Elm ti i NOT xM N ID.'ra -Mi -i rT --I, ME, Id = 'Il \\ ) City of Arlington Building Dep SEP I I+ PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # �" DATE — -7 —q g ACCOUNT # _}} NAME: U -eoc I 1 ADDRESS: C�?O .210 '7 7 7"f Utr-. DUr. LEGAL: BUILDING USE: Oe-n�1 Q6 # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO Buildtortm\u-check �I L -■ I � �J ice' r�� r � Ism OEM ir �■ n 1 AIR ' on . n191 1111 �i 1 � LFW111_1IIfiink ■ rYrt"! I't hI II I 1. geI , Q6111" 191 1 1 ill IN ■ i IN I tI .I i say 11 - 4j I iL D L) o ;r C) m _ c m m p n C� C� C� C� C� C� C� C) C� c� m W D D D D D m -4 o CO c N N W A U7 M Cn A W M N N N -� r D m m (p ` �I 00 xn ro O m _ .. -i m (n 2 -�! A N 1 W 1 J s A i N W .� .A � � .� p Z � O N O r m 2 � N -Do n � C m W W W W W J W W W W W A A m O ."(1 O O v J v a v v v v J N N o o O o CD -mi z� a W O O) W O)^�' m 0) 0) W 0) o c) U Ur Un (P m D m o �Z D T o 0 0 0 0 31 o O o 0 0 0 0 00 Co 00 Co N a vi n r 2 G) n c z m � cDO yD000 0 000D =� 0 � 00 00 v) c o W p N (n co C� W p z p W C� C z z z Z o r m o 3 0) m = O m � K � m O m rn = o O O O O mD m N Oct 000 � 70000 C� 0m G) G) � � m --I X Z = Z Z Z Z Z Z 2 Z p D D `o c 3 0) \'� Z m .'� Z n m co # m m w m G) 1� 0 0 m m z (n a � � m� N m rn D 0 � < W W 0 r O x c 0 r z (D d v srt Q n V O � N N A A Cl' N CJl CJl N N U7 00 W W n r 00 U'I (0 O c O N A W -� Z j A Do O O 0 0) IAi,A A,AIA�A A A A',A A 0 0) 0 O O o 0 o A c0 o O) C I I _ O m Ayy y O O D� 0 X X D X W - b # CD � I I ; i u n X � j l' I t I ( >, rn rnf�� o olo o.o�o(� �' '0), � rn 0) r w w cn cn (p Ut CT N N i I � a I ;O I < U1 00 W PI)fD — � _ _ _ _ 00 m N_ CTI CD A o N Ui of ` i Z Z O O GCL xz > w o -,A ON Ot O 000) M o Z o CL b �b� Z > > z 'Cj N Z o o v , w 4 �] D I N �J! Z]] N ( N TI N -4 Q CD (n V i W (n Cn w I I 3A � -I �� ❑CD Q o i f m n m I y a -i o frtD - - � -n = =1TI r0 zZ '+ Q iOD El0 0 0) > K _1, I � M ' Q �I 0 1 - 1 f11 C m C I oLa CD m v G) m O 7 m (V N o, a► * *k Co Z VA Ln I I ! I y o a 00- UCt, ZI IHd— 1 : 54rPd Muth llluublxltJ No, IHII—r, l/ IJ Job Truss T1US:1ype city Pry KlrlleyCole '4ureattDental ml R761068 HUL6ATT Al MONO TRUSS 2 1 BMC West EVERETT,Everen WA-,98205-3212 4 032 s Jun 9 1998 MTek Industees,Inc, Thu Oct 22 16 33 16 1a98 Page 1 Lq.d taSa 30a 10" 31r411 2fr4 I I 7 tr,00 12 2ua II 2foa II 2x4II s 3 1 � 12 11 10 9 8 1.iet1 I I 1.Sr4 I l 1.5ot�II 1.9ta II 21c411 1t1-S4 Plate t7Rsets fXY): f2:0.1-12.0-1-81 LOADING(psi) SPACING 2-0-0 C$1 DEFL on) (loc) Was" PLATES GRIP TOLL 26.0 Plates Increase 1.15 TC 0.36 verqu) Na - n/a M20 1651140 TCOL 710 Lumber Increase 1.15 BC 0.17 Vert(M) 0,08 1.2 a468 BCLL 0.0 Rep Stress Incr YES WB 0.05 Hora(TL) 0.00 n1a OWL 1010 Code USUANS195 (11013014 1st LC LL Min Well=2A0 Weight:56 lb LUMBER BRACING TOP CHORD 2 X 6 HF Na2 TOP CHORD Sheathed or 6-U on center purlln spacing, except end verticals. BOT CHORD 2 X 4 HF No,2 BOT CHORD Rigid eaRiN directly applied or 6.0-0 on oemer bmeng. WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud REACTIONS(IlhJeize) 2�154110 5 6,6�8/10 6.8,9=173/10,5-6,1 0=1 6011 0 6-8,11�16H0.5�,12=-161105.9 Mart Holz 2=326(load cast 4).8-98(Ioed case 3) Max UpIR2=244(lcad case 3),8=-46(load case 41,9<50(load case 4),10=42(loed case 4).11 a-97(load ease 4),12■-16poad case 1) Max Gmv 12=136(load case 3) FORCES(Ib)-Filet Load Case Only TOP CHORD 1-2-4f0,23=.99,8�41, .92,Sb'-27,6-7=16,7-0=61 BOT CHORD 2-12=0,11-12=0,10.11�0,9.10=0,8 9=0 WEBS e-9=131,5-10-124,4-11ir-164,3.12=11 NOTES 1)A11 plates are M20 plates urvess otheraise,indicated. 2)Gable requires continuous bottom chord bearing. 3)Gable studs spaced at 2-0-0 on ceriler. 4) For M05 exi5osed to wind,ace MTek"Standard Gable End Detail" 5)This trues nee been designed for a 10.0 pd boltan chard live load noriconcunrnt with any other live loads per Table Na 16-A UBC-" 6)Provide mechanical connection pry others)of truss to beating Plate capable of withsbnding 2A4 lb uplift at joint 2,46 lb uplift tl joint 6,50 lb uplift at joint B,42 Ile uplift at joint 10.97 IC uplift at Joint 11 and 16 Ile uplift at joint 12. 7)This truss has been designed with ANSI/TPI 1-1996 crhe►ls. LOAD CASP{S) Standard ON f � U 2074 EXPIRES 12.19-80 October 23.1998 A MItMNG• Verify deign pwramemrt and READ NOTES ONTMSAND BEVRS.E SIOUBEFORB USE Deagn vapa for use orTry with Mr rek connecwo.Th o aeslgn to bawd oriy vpon parameters shown,and Is for on Individual hulloing comtronem to be installed arts loeded vertically.Applicability of dcagn parameters and proper%nporpomVon of ��• tcmponsnt is reaponslD7lty of buildfiy dmigner-not vut o designer.Braeog shown is rot lavr3l support of lnalvtdual web membem only.Add�tiornl tomporaty bmdng to[mum stability during eonsttuetan is the responsfbllty of the oroc%m Addicorul pem'Anant bradhg of ale overall slrve vM is the rospenalb,lay of mo bulldiny designer.For gcnoml gtodanoe tegaming rebn=on,quality tottirol,aorage,delivery,erection.Sad bracing consO OST-W Quality Sten4erd,DS"Drecing Spoctfication,and HIB-91 Handling installing and Bracing noeommandaton evallapPo from Thor;Plano Institute,Sac 0• MiTek Industrlds,Inc. Onof a Drivel Madatin,WI 53719 OCT 23 '98 15=4? 916 631 8225 PAGE.01 UCt, ZJ, lyytl_ 1 :55rM M11LK 11NUUJ1K11;J IN0. 1y04_r, L/ 1J Job Truss TNSS type = My Ply Kirtley Cole Mean Dental ml R761009 HULEATT A2 MONOTRUSS 12 1 8MC West EVERETT,Evere(t,VVA.,982053212 A 032 s Jun 9 1998 MiTak Industries.Inc, Thu Oct 22 1613:1 B 1998 Pape 1 Pao Sea 1eS6 Lao S60 4111-e 2r4 I I a Goo t2 3r<I i 3 1.14 If 31t4= i sso } rose _ S6o tit t� LOADING(ps1) SPACING 2-0-0 CSI OEFL on) poc) Vde6 PLATES GRIP TOLL 26.0 Plates Increase 1.15 TC 0.43 Ven(LL) •0.03 2.6 3,999 M20 165/148 TOOL 7.0 Lumber Increase 1.15 SC 0.31 Ven(IL) 406 2-6 s,999 SCU 0.0 Rep Stress Incr YES WS 0.28 HorZCTL) 0.01 5 Tura BCOL 10.0 Code USOIANS195 1 at LC LL Min Well=240 Weight 55 lb LUMBIRR BRACING TOP CHORD 2 X 6 HF Na.2 TOP CHORD Sheathed or 8.0-0 on oenter punln spaaing, accept end verticals. SOT CHORD 2 X 4 HF Nat SOT CHORD Rigid ceiling directly applied or 1044 on center bracing. WEBS 2 X a HF Stud REACTIONS(Iblisize) 2=6281054,5=427105-0 Mat Herz 2=388(load case 4) Mat UpRft2=-160(load case 3),Sz-154(joad case 4) FORGES (lb)-Fist Load One Only TOP CHORD 1.2=40,2-3=427,340,48-164 SOT CHORD 2-8c376,5-"76 WEBS 3.6=102.35—�136 NOTES 1)This truss has been designed for the aired loads generated by 80 mph rinds at 25 it above ground level,using 5.0 per top chord dead load and 5.0 psf bottom chord deed load,100 mi from hunlcane ocear aline.on an occupancy category I,Condition 1 endoeed building,of dimenslons 4S R by 24 R with esq)osum C ASCE 7-93 per UBCJANS195 If end verticals or cvntilevere erect, they are exposed towlnQ. If porcluxr 06&."are not agrosed to wind. The lumber DOL Increase Ls 1.33,and the ptam grip incroase is 1.33 2)Ali plates are M20 plates unlew otherwise indicated. 3)TN&Was has beer)designed for a 10.0 pal bottom Chord Ike load nontioricurrettt with any other rive bads per Table No.16-8, USCG94, 4)Pro+Ade mechanical connection(by others)of buss to bearing plate culpable of wkhsbanding 180 lb uplift at joint 2 and 154 lb upA at joint 5. 6)This truss hoo been designed with ANSVrPI 1-1995 crherls. LOAD CASE(S) Standard y� EltP1RfS 1Z19� October 23,1998 Q ►t MJVG- 1 m6,dimp pammItm asd RFilD NOTES ON TEAS AND AEVEM SWEAFORE USE Design valld for use only w?lh MRek Donneclim.Tnls doalgn is basod only upon parameters mover,and is for an indvidulf building component to be irwlBllod and loaded vertically-Applicability of dealgn paramolors and proper inoorpofolion of component Is responsibility of building designer.not truss desocr.Bracing shown ie for lateral support of In7viouy web mentors only.Additional temporary bradnp oD Insure srablrty during construction Is the relimnswity of the NnDidr additional perm&mrit bra"of the vvprafl rinxaure is Ne responelbNty of the building designer.For general guidance regarding fabricatlon,aualify,control,sxfsge,dallvery,erection,and bracitt9,consL*OST-W Oualliy Soondard,D6Ddefr Gracing SoocHlosttort and HIS41 Handling lnhrialling and Bracing Recommendation svaluhblo from Truss Plate Institute,S03 D' MiTsk Industries,Inc, oaotils Drhv,Madlsm,INt 92719 OCT 23 '98 15:47 916 631 8225 PRGE.02 � _� I V Uct, 1J, I9Yd— I : bbVM_____Ml'I1K 1NDUYIXItb No, IR4—t', J/1J Job truss trues type Qty Ply KinleyCole Hu!eattoental mt R761070 HULF-ATT B1 COMMON 1 1 BMC Wed EVERErr,Evffet1,WA,9a2O5.3212 4,0.32 eJun 9 1996 MTek Industries,Inc. Thu Oct 22 16:33:23 1995 Pagel l.100 f 7-ad 1 rile:, �r-ao I 77dtJ 1 ;�+-7.�5 i a7.ao +sop 10•D /+4 aAQi 94-13 69-13 WS 7-44 340 so= S00 t2 21,11111 ad 11 6 2t4 It 2ra 11 2a II 29d 11 2"11 2011 tea 11 2011 dxa,kr 24II 419y 2xd ll 5 7 2n4 II " 2xa II 2c4�� 2x4�i s 4 ° g Wit2sa I I 20 11 10 axe= 16 15 14 la 12 4kB= 3xa= 3d8= 31ta- 3x8= 31d= 1 10S4 } 2144 51-2-12 I 42.0.0 1064 10 -12 10.2.12 1064 Plato 011`91ts OCY): (32:0.1-12 0.3.21[55d]-1-12 03.21 LOADING(po SPACING 2-0-0 CSI BBFL (in) (Ice) Udell PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0,35 Vert(LL) .0.33 10-12 >999 M20 185MAS TCDL 7.0 Lumber Increase 1.15 BC 004 Vert(tL) -1169 12-14 >724 SOLL 0.0 Rep Stress Inor YES WB 0,61 Hwgm) 0.13 10 nra BCOL 10.0 Code UBCYANSI95 let LC ILL Min YaM=240 Weigh 328 lb LUMBER BRACING TOP CHORD 2 X 8 HF No.2 TOP CHORD Shesthea or 3-7-8 on center puffin spacing. BOT CHORD 2 X 4 DF 2100F 1.6E SoT CHORD Rigid ceNing direly applied or 10-0-0 on center bracing. WEBS 2 X 4 HF Stud WEBS 1 Row a1 midpt 5-14,7-14 OTHERS 2 X4 HF Stud REACTIONS (Iblae) 2=1953104.6,10=195310.63 Max Herz 2-124(load rase 3) Max UpIiR 2=456(load case 5),10n-A56(load case 5) FORCES (10)-First Load Case Only TOP CHORD 1.2m40,23=3037,3J=-2732,a,5=-2732,53=-1921,S•7-1921,73=-273Z,&9=-2732,9-10=3037,10-11=40 BOTCHORD 2.16m28S5,15.1S=2227,14-15=2227,13-14�227,12-130027,10.12=2685 WEBS 3.18•S41111,5.1E=508,5-14=741,6-14=1292.7-140•741,7-12■306,9-1V34S NOTES 1)This truss files been onedeed for unbatanced loading conditions, 2)This Scams has been designed for tho wind loads generated by 00 mpn winds at 25 R above ground level,using&0 psr top criord woo road shell 5.0 psf bottom chord dead 1014 100 ml from hurricane oceanline,on an oocuponcy Category I,condaron I erlelosed building,of irlimensions 46 R W 24 R vft exposure C ASCE 7-93 per UBCIANSI95 If end vetfcats or cantlle4m adst, they are stposed to wind. Ir porches odst they,are not exposed to Wind. The lumber DOL inctill is 1.33.and the plate 94p increme is 1.33 3)All plates are M20 plates unless otheivAse Indicated. 4)AN plates are 1.5x4 M20 unless otheiwlse Indicated. 5)Gable studs spaced at 2.04 on center. 6) For studs ooqosed to wind,see MfTek"Standsrd Gable End DeW 7)This trust has been designed roc a 10.0 prof bottom chord live load noneonoufrent with any outer live loads per Table No,16-K UBG94O S)Provide mecfianifsl connection(by others)of truss to bearing plate capable Mwllutanahy 456 lb upNR 9t Jarls 2 and 458 lb r upis at joint 10. 9)This trt—has been designed with ANSIRP11.1995 aiteria LOAD CASE(S) Standard C} ExP}R�S t21?� October 23,1998 A W.4JWRVG- Vesify design parmw&-y and READ NOTES ON THIS AND REVP.,►iSSrE SIDE BEFORE M Dot>ign valid tar use only 1Atn MITek ownwom Tbis dea;gn ie Daaed only upon w3moters o+own.and 13 for an 1MMdual budding component to be Installed and loaded verocsiry.Appkeabilib of design pvametera ono proper incorporation o1 0100ra,■ component is respon:b;U y a tK15aing der.iprlor.not cuss deelgnar.Brodng shown a tot lateral support of Indlvldvel wob membars only.AdOteornel temporary bracing to msuro otablllty during consm+eeorn is the responslolllty of the orector,AddLonsl permanord bradnii of the merail structure is ft nasponstbilty of the bullaing deelgner.For gonad gLMY ro mproing fabrication.Qu3nty control,cnorepe,dofivery,ars6on.and Dradng,consuit 05T-88 duality Standard,DS540 Bracing El SpecNlceft,and HrBM Hendting Indalling and Bracing Recornmonderson available from Truss Ptah Institute,683 0- UrTok lndustrles,Inc. Onaido Draw,Yadiso",1M sms OCT 23 '96 15:48 916 631 8225 PAGE.03 _ � r UCt, U IHd- 1 ;5bYM M11@K IPIMIXItJ No, M4—r, 4/1J Job Russ Irusslype City Pry KlnleyCole HuleattDental ml 117611071 HULEATT B2 COMMON 4 1 BMC West E ERErT•,EvereMINA.,982053212 4.032 s Jun 91998 M[Tek IndusMee,Inc. Thu Oct 22 16 33:28 1998 PdOe 1 -S-OA 1-- 7.[a f •,s,2.3 f 21.00 1 27--�13 3a.T•15 { i2.40 StG= G00 12 6 ♦YA 0- 4x4� 4x9 5 7 ae and 3 4 8 9 r�QQ 10 iiV 6 t 170 bt6- 16 1s 1a 13 12 4t6= 30 3A 3e= &6= ar= ,os4 l 2+�0 1 311/3 1 e2h0 ,o a, 6312 10.2-12 10.9-4 LOADING(PSII SPACING 24)-0 Cat DEFL (In) (Ix) ydell PLATES GRIP TOLL 25.0 Platee Increase 1.15 TC 0.36 Ved(LL) -0.33 10-12 >M M20 Iesm45 TCOL 7.0 Lumber increase 1.15 SC 0.04 Vert(TL) 4169 12-14 >724 SCLL 0.0 Rep Stress Incr YES WS 0.61 Horz(TL) 0.13 10 nib SCDL 1010 Code U80ANSI95 1 st LC LL Min Udell=240 Weight:219 b LUMBER BRACING TOP CHORD HORD 2 X 6 HF No.2 TOP CHORD SheeR+ed or 3.7.8 on center pudin spacing. 807 C HORD 2 X 4 DF 2100F 1.8E BOT CHORD RlgW ceiling directly applied or 104-0 on eentef bracing. WEBS 2 X 4 HF Stud WEBS 1 Rau at mtdpt 544,7-14 RFJLt,TIONs pbkite) 2c1953r0-5-0,10.1953IOa.O Matt Harz 2=-124 loan case 3) Max Uplift 2-456(1oao case 5),1 ozz-A660aad ease 5) FORGES(Ib)-First Und Case Only TOP CHORD 1-2=40.23---=37,3-4-2732,a�-2732,58=1921,6-7=1921,7.8=•2732,8-B■.2732,9.10=3037,10.11=40 BOT C HORD 2-1@=2685,15-16n2227,1a-15--2227,13-14-- 227,12-13--2227,10.12u2685 WEBS 3-16=48,s-10408,S-14=-741,6-14=1282,744=741,7-12=508,9.12--846 NOTES 1)This miss has been checked for unbalanced loading core tfons, 2)This miss has been designed for the wind loads generated by 80 mph wards at 23 R above ground level,using 10 psf top chord dead load and S,0 psf bottom chord dead Ioad,100 mi from hurricane oceanllne,an an occl pancy category I,condition I anclossd building,of dimensions 45 R by 24 It with e5gmure C ASCE 7.93 per UBCJANS195 If end verticals or cantilevers WA, they are eposed to wind, If porches exist,they are not Teti to wind, The lumber DOL increase is 1.33,and the plate grip increase Is 1.33 3)AN piates are M20 pistes urdese ottferwisa indicated. 4)Thls truss hba been designed for a 10 0 psi bottom chord the load nonooncunent wbh any other We[Dads per Table No.16.8, UBC-94, S)Provide mechariical conefectiion(by aMers)of fruas to bearing plate capable otwlthstanding 456 lb uplift at)olnt 2 and 456 lb uplik at icint 10. 8)This truss has been designed v4M ANSIfrPI 1.1 ON crkeria LOAD CASE(S) Standard U October 23,1998 WARNING• Ve y design ptramerm and REtD NOTES ONTHISiiND REMSE SIDE BEFORE USE Design vatd for usa only with MITek connam".This doalgn Is basoa only upon peramelere Own,Rno is for an,ndiNhdusl building component to De In3taeed and loaded varllcally,ApdiCab ay of ddaipn paramotors end proper intorporsoon of component Is rasporzAiRy of building designer-not truss assigner.Bracing shown-a for isleral euppon of individual web members only.ndd&mW tomporwy bracing to inure stobhlty during ConsbuC6011 4 the roxioru bi*of'ha erector.AWIllonei pem�amrff Dfaonp of the overall afrumnif Is rho rospon6bOy of the outding dosignor.For general guldance raoanYng fabric3tlon,quality mmrol,ciorsge,daGv",orocGon,and bra6ng,calsult 0ST-W Ouerny Standard,DS04DS Bracing GWNk&tion,and"1041 Handling Inotalling and Oracing Roeommendarson svallebw from Truss plate tntrMute,Sal D' MITek Industtles,Inc. 0nofda Drh%Madrsoe,VA W719 OCT 23 '98 15:48 916 631 8225 PAGE.04 UCt, ZJ, lyya_ 1 : 5brm M. 'IH4_r, b�1J Job Trues Ituse type ° \ try I Pry Kinsey Cole 4uleatt Dental ml R767072 HULEATT C1 COMMON 2 1 8M0 West EVERETf,EverMAk.98205 3212 4.0-32 s Jun 9 108 MITek Industii-es,Inc Thu Oct 2216:33'31 1998 Page 1 aaot f sou 3744 liww r 260 1a90 10-0 20-0 4,00 t2 2YAII 2lA Il 419= 2011 2011 2011 2cd 11 29A11 439:::: 2011 1 1213 2t411 4,`9- 2ce 11 24411 9 1 14 i5 2N II god II 2Nd I I 78 1147 18 20 11 5 1s WA II 3 21 1 2 22 o AX5 40 39 38 37 36 35 34 39 32130 29 28 27 26 25 24 b6= 115011 1.Sx411 1.811rA 11 11409411 219= 1-,W ll 1.5s411 1.W 11 1-%A ll IAvA II 1.5ra I I 1.SA 111,5NA 11 1.5011 1.S"II 1-%4 II 1-%4II s7ac Platt Offsets(X 7: (12:0-d.8,edpe] LOADING(pal SPACING 24-0 CSI OEFL (in) (Ioc) Well PLATES GRIP TCLL 29.0 Pietas Incraeso 1.15 TC 0.17 Vert(LL) n/a - (Val M20 185r148 TcM 7.0 Lumber Increase 1.15 Be 0.00 Vert(Q 0.02 1 3-999 9CLL 0.0 Rep Straw Incr YES WS 0,07 Horz(TL) 0.00 Ma BCOL 10.0 Code UBWANS195 (Matrix) 1st LC LL Min Well=240 Welght;200 lb LUMBER BRACING TOP CHORD 2 X 8 HF No.2 TOP CHORD Sheathed ore-0-0 on center pudin specing. BOT CHORD 2 X 4 DF 2100F 1,8E BOT CHORD Rlgld ce111ng dlredy applied or 6-0-0 an center bracing. OTHERS 2 X 4 HF Stud REACTIONS Cb/stie) 2mMf37-0-0,31=-5/37-0-0,22=343f37-6 0%33=105M73-0,32--los -6-0,34■13S47r-0,35=1721374t-0,36=168fB74i-0,37=I86/37-0-0, 30-18047.6-0,39=107/37--0,40=320137$0,30=14Oi373-0,29=172/37-0-0,28=16B1374-0,27=166137-6-0,28=180fd7-".251o7/d7.6.0 Max Mort 2n1680oad case 3),22=168(load case 4) Max Up111t2m-145(load caae 3),31=-10(bad case 2),22=145(Wd case 4),34s45(load glee 3),35=a9(load case 3).38--46poad cage 3).37=470oad case 3). 38■-430oad ease 3),39=63(ktad case 3),40= 18poad ease 3),30234pood ogee 4),29=49(load cased),28=480oad ease 4).27=.47(load ease 4), 26a.43(lood case 4),250-63(load ca®A 4) Max Grsv 34-140(loW case 6),35=1730oad case 6),36=188 load case 1),37=166(load case 6),38= as 1800oad ease 6).39=107(load case 0),40-321 Coed cue 6), 30=1420oad case 7),29=173(load ease 7),28=168�1oad case 1),271n166(load cede 7),28=1800dad case 7),25=1070oad ease 7) FORCES(Ip)-nv Load Cue Only TOP CHORD 1.2=34,2- =36,3�-06,46-�1,54=34,8 7=33,T-8=7,83■S3,9.10=34,10.11=27,11-12=-27,12-13-27. 13.14=-27,14-15=434,15-16 i,16-17=7.17-18=39.18.192S4 19.20031,20.21=45,21-2rS/,22.23=34 BOT CHORD 2.40=0,39-40=0,3939-0,3736--0,36-37=0,3536=0,54.35.0,3334=0,3233=0,3132 0,3031=0,29-30=0, 28.29=0,27.26ro,29.27=0,25-26=O,2425=D,22-200 WEBS 1M4=-104,9-95=-131,836e-128,E37=127,538-135,4.39=84,3-00=242,14-30-104, 15-29=131,16-28=128,18-27=-127,19.28n-135,20-29-ad,29-24=-242 NOTES 1)This truss has been cnxRod for unowanced binding conditions. 2)All plates are M20 plates urtkes otherwise indicated. 3)Gable requires coftnuous bottom Moro Dearing, 4)Gable studs spaced at 2.0-0 on cenW. 5) For studs cn(poaca to Wind,see MITek"Standard Gable End Detail" 8) live This designed for a 10.0 psf bottom c load nonce m ertt% t any aRtter We loads per TWe No.Us tin te hord �`,Cr'Di' s►� 7)Provide mechanical connection(by others)of trues to bearing plate capable of wilhdandinLq 145 lb uplift at)olnt 2,10 lb uplift at joint 31,145 lb uplift at Joint 22,35 Ib upfNt at joint 34,49 lb u,olift at joint 35,46 lb uplift at joint 30.47 ID upCR at Joint 37,43 Ip �� I .► uptfft at joint 38.53 I uplift at joint 39.48 Ib uplIR of joint 40,34 lb uplift at joint 30,49 lb uplift at joint 29,46 lb uplft at Joint 29, w 47 Ib uplift at joint 27,43 lb upllR atJ elm 126.53 Ib upr4t stjoint 25 and 48 Ib uplift at joint 24. 8)This truss has been designed with ANSI/TPI 1.1995 cmetis. LOAD CASE(S)Standard Ex s 12--19-0 October 23,1998 A WAtRMNG- Verify rderign p eramom m d READ NOTES ON TIUS AND REVERSE SIDE OMRE USE 0e4V volld roe use only with MITek connomrs.This de5gn:e mwd only upon oarametar shown,she la for an IndMdusl bu'ddictg component to be Installed and I03ded verlicWly.AppkWi(dy of design psmmatere and proper Incorporation of ��-■ comoonsnt Is raseonsibRay of bdUdng designer-not trust designer.BrsdN shown is for lateral support of indrvf lual web members onty Addalonal Wrloorary bracing to inscre otabtlay during construction is The eeeponWIDUNy of the erector.Atlaonal psmanent bracing of the overall MmMro la the responsibility or Me budding oeelgner.For gonoral guidance regarding fabriwbon,vuvty corwol.etorage.delivery.srecnon,and bryoog,consun 09T-0a Ouslity Standard,D68-a9 Drocing SpadlIcatlon,and HIOH1 Handling InNeNln9 and Breelng pacommandaion svAilabte from T1tmo Pluto Inctkvbr,182 D- Mrrek letdustrles,(nd. Onakla DrN%ttadlaee,tell Ss719 OCT 23 '98 15:48 916 631 8225 PAGE.05 _ - I Uct. 2J, IHU I : bbl'M MITEK 1NDUYNIE5 No, 7964 —F. 6/13 Job Trust Tniss Type city Ply Kinley Col, Iulean Dental ml R761073 HULEATT C2 COMMON 2 1 BMC West EVERETT,Everett,WA.,9o205-3212 4.032 s Jun 9 1998 MTtk Industries,Inc, Tbu Oct 22 1613.34 1998 Page 1 124.0 t ssu-- I ,e•a4 I 77-10-- OrbO ISs80 I I 30-0 9-" asr.10 6.11-10 s a.6 2-041 400 12 5>3= 479 5 4nG� 4Ydi 4 6 4x4� 3 7 bt6= 13 12 11 10 4x6= t sJr4 I I 44= t.5xe II �16= I 47f, l tb9d I 71•a.t0 � J7-GO B9e bt,•10 61t-f0 �46 � LARDING(p" SPACING 2-" CSI DEFL (in) (lot) Weil PLATES GRIP TCLL 2510 Plates Increase 1.15 TO 0.70 VeR(LL) -0.26 12 >999 M20 1661146 TOOL 7,0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.58 10-12 >772 BOLL 0,0 Rep Streselncr YES WB 0.06 HIor2(1L) 0.18 a nfa BCDL 10.0 Code USUANSI95 1st LC LL Min YdeB=240 Weight 107 lb LUMBER BRACING TOP CHORD 2 X 6 HF Na2 TOP CHORD Sheened or 2.1 o-11 cn cenw punln tspecing, 90T CkORO 2 X A OF 2100F 1.8E BOT CHORD Rigid ce111ng alreclly applied or 9b-14 on center bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at mtdpi 3-12,7-12 REACTIONS(Ibhize) 2=170010-".B=t700/0-0.8 Man Horz 2--260oad case 3) Max Uplift 2=1390osd case 3),8-09(loed case 4) FORCES (lb)-First Load Case Only TOP OHORD 1-2=17,23=.3501,3Am,2407,46=-2407,5-6=2407,6-7=2407,7.8--4501.65-17 BOT CHORD 2-13--d304,12-13.3304,11.12---3304,10-11--J3D4,8-10=3304 WIGS 3.13=186,5.12■948,7-10-186,342=1091,7-12=1091 NOTES 1)This tam has been cheeW for unbalanced loading corncift , 2)This truss Pas been designed for the wind loads generated by 80 mph winds at 25 R above ground level,using&0 psf top chats dead load and 5,0 psf boncm chord dead load,100 mi from hurricane oeeanllne,on an o=pangf category 1,condition I unclosed bullding,of almensions 45 It by 24 ft with o*Mure C ASCE 7.93 per UBCJANS195 If and verticals or cantilevers 9WV, they are etpoaed io wind. If porches®dsk they am not exposed to wind. The lumber DOL increase is 1.33,and the plate grip Ihcmase,Is 1.33 3)AR plates are M20 plates unless otherwise indicated 4)This truss has been designed for a 1 QO W bottom chord Ike load nonconwnent with any other live loads per Table Nix 16-8, UBC-94. 5)Provide mechanical connection(by otters)of tun to bearing piste capable of withstanding 439 lb upW at pint 2 and 439 lb uplift at joint B. 6)This truss has been designed vAh ANSIRPI 1.190 criteria, LOAD CASE(S) Standard vox EXMIRES 12.19-08 October 23,1998 ® 1121RWING- Vero design pn cixam and REID NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid la use"WO Mn*obmectors.This design Is Mud only upon paramorers show,and Is for an Indlvlaual btilLng component to be insRdled and loaded veitcaty.ApDkebt ty of design pvanware and proper Inwrporalion of ,..��• comoomin a mspor NtRy of buildng designtr-not Iwe d"gnbr.Bradng shown is for lateryl avppoA of inalvlduaIx memrs dm only.Areonal tempanry bracing a insure eux"Ity during construction is the roepmelblllty of ate erector.be .1 pomtanem bradny or cite overall 81ruaure w Me r9sponsmility of die bdildtng deelgner.For general guid3noe(093 ding fabrication,quw)y con".wore0e,delivery,cn,cson,and bracing.consdt 05T-08 Quifity Standard,D3Bd9 arodris Speerneauon,and HIB41 Handling ingtalling arsd Brecing Reoommond6don available from Truss Plaro Instttlne,5e0 D, MITI Mdustrtase Inc— OCT 23 '98 15:49 916 631 8225 PAGE.06 � ~, �~v ' | / / - ~ __=_ _ _ UCt, lJ. lyytl_ I :Wm Mll�x 1NUU51'HM a, 7964_P, 7/13 Jou TFUS9 Tru-,-a Type \ city My l iNey Cols 'uteatt Dental ml HULEATT C.3 COMMON 13 1 R761074 BMC West EVERETT,Everett.WA.,982053212 4 032 s Jun 91898 MITek Industries,Inc. Thu Oct 22 16:3337 1999 Page 1 Ms lose zr a,o I Y/Fo +23-64 i sas 5.11-10 1:71-10 e¢0 2-" a.0o F172 4x4� 3 5 W-t: G 1 7 9)fb d 436= 12 11 10 9 4t6= 1 9r4 II 4*= 1.Sv4II 33B= I sea l ,a9•a I rate 1 sr-w 4x ati-,o e.,,.,o F40 LOADING(pal) SPACING 2-0-0 CSI DEPL (in) Q-) VdeA PLATES GRIP TCLL 25.D Plates Incrsase 1.15 Tc 0,70 Vert(LL) -0 26 11 >999 M20 185M48 TOOL 7.0 Lumber Increase 1.15 BC 075 Vert(TL) -0.5811-12 >772 BCLL 0.0 Rep Stress Incr YES WB 085 HorZ(TL) 0.16 7 NS BCOL 10.0 Lode UBCJANSI95 1st LC LL Min Udell a 240 Weight 163 lb LUMBER BRACING MP CHORD 2 X 6 HF No.2 TOP CHORD Sheathed or 2.10-11 on center purlin spacing. BOT CHORD 2 X 4 DF 2100E 1,BE BOT CHORD Rigid ceiling directly applied or 9-6.14 on center bracing. WEBS 2 X 4 HF Stud WEBS 1 Row at midpt 2-11,8-11 REACTIONS(lb/slae) 1■1563106.8,7=17DOIOb-0 Max Harz 1■60(lead case 4) Max L'i 1a327(loed®se 3),7=4390oad case 4) FORCES(lb)-First Load Case Only TOP CHORD 1.2■3501,23=d407,3-4--2407,F6--2407,5•b--2407.6-7..3501,7d=17 BOTCHORD 1.12--3306,11-12 3304,10.11=.1304,9-10=d304.7.9•3304 WEBS 2-12=186,4-11=948,6-0=188,2-11=1091.6-112-1091 NOTES 1)111rrbs truss has been checked for unbalanced leading conditions, 2)This truss has been designed for the wind loads genemOM by 80 mph winda at 25 It above ground fever,using 5.0 psf top chord deed load and 5.0 pef bottom chord dead load,1 DO ml from hunicene oceanline,on an occupancy category I,condr6on I enclosed buldirT,of dimensions 45 it by 24 It wIM exposure C ASCE 7.93 per USUANS195 If end varticals or cantilevers exist, they are exposed to wind. If porches eYw,they are not dosed to wind. The lumber DOL increase is 1.33.and the plate grip increase is 1.33 3)All plates ate M20 pbates unless otherwise Indicated, 4)This wtx has been designed fb►a 10.0 psi bottom chord live bad nonconeunint with any other We loads per Table Na 16-A UBC-94. 5)Provide metxtanical conneetlon(try others)of buss to bearing plate capable olwiBtstmtding 327 Ile uptlR at loi 1 and AN Ib uplift at joint 7. 6)This truss his been designed with ANSIRPI 1-19115 a feria. LOAD CASE(S) Standard � G 21074 AE� DES 12.19-w October 23,1998 A WARNING- Vo*daiym parmneeers a rid READ NOTES ON THIS AND REVERSE SIDE.6,F =USE Design valid toe Lee only wsh MITek connectors.This design is based only upon paramotert shown,and Is For an Individual building eomponenl to be installgd and loaded veldeally.Applicability or design paranrelere sad proper incorporation of - component is responsibility of btrllding designer•not truss deaigner.Bracing shown is for lateral support or IntliKdual web marni*My.AddId011e1 temporary bracing to insure stability during oonslnxlion is the responsbllly of the erector,Additional permansrrt bracing of the overall structure is the responslbiliry of the building dealgner,For goncral guidance regarding fabrication.quality co".slorape,delivery,eroction,and bracing.coroull OST40 Oualhy Standard.06-e9 Brecing M1 Specification,and HIB-91 H-Wiing Installing and Bracing Recornmendal7on available from muss Plate Instittrae,Sea D- M1Tek Industries,Inc. Onoi DeWe,Itredlum,WI Sd719 OCT 23 '98 15:49 916 631 8225 PAGE.07 Uct, U IYYd I :b'IeM M1TNK 1NJU5.1'Xlt; No, 'lyb4 e, 8/13 Job Truss Truss Type C![y Py Klnfey Cotr uleas Dental ml R761075 HULEATT C4 COMMON 3 1 8M1C Ww EVERETT.Evrrett,Wk,96205.3212 4.0-32 s Jun 9 19M MTek Industries,Im Thu Oct 22 16:33.40 IS98 Page 1 9.9° I 1ei4 I nZ70 } 37-W I3060 936 611n0 611-+b ?96 2.0-0 4.00 12 9x6= 4)0 i ° 4)94* atr12� 3 5 4xd� 6 T 7 ° — 13 12 11 10 9 4)e6= 9Yt3i tsxa II 4x6- 1,5ok II 3ffi= 21" l FG6 l lase I sale F a73o L1.o rasa e-h1-w audio rips LOADING(pet) SPACING 2411.0 CSI DEFL (in) (roc) Vdefl PLATES MP TOLL no Plates Increase 1.16 TC 0.73 Vert(LL) -0.25 7-0 >999 M20 1861148 TOOL 7.0 Lumber Increase 1,16 BC 0.73 Ven(TL) -0.54 9-11 >790 8G1-L 0.0 Rep Stress Iner YES WB 0.9s Horz(TL) 0.13 7 rVa 8CDL 10.0 Code UWANS195 1 st LC LL Min Vde11=240 Weight:173 ID LUMBER BRACING TOP CHORD 2 X 6 HF 140.2 TOP CHORD Sheathed or 3.0.10 on center purfn spacing. BOfT CHORD 2 X 4 DF 2100F 1.9E Bar CHORD Rlgld celling dfrectry applied or 10-0-0 on eerner brackq, Emept: WEBS 2 X 4 HF SWO'Except- 6.0.0 on Center bracirng:1-t 3. 2.13 2 X 4 HF Nat WEBS 1 Row at midpt 2-11,641 2 Roe6 at 1l3 pts 2-13 REACTIONS(IDla¢e) 7=1613,105-0,13=1650I0S-0 Marc Norz 13=60(lead case 4) Max Upri t7=.421(load case 4),13=-Q8(k)ad case 3) FORCES(lb)-Fist Load Case Only TOP CHORO 1-2=991,23=-2139,3�2139,4-6--2139,54=-2139,6.7-3239,7gs17 BOT CHORD 1-13=4W 12-13-�595,11-12=2595,10-11=30S6,9.10.3056,7J9--OS6 WEBS 2-12=166,4.11=779,e3=186,2-11=304,8.11=-1097,2.13a3657 NOTES 1)This trims has been checked for unbalanced loading conditions, 2)Thie truss has been dosianed for the wind toads generated by 80 mph winra at 251t above ground level,using 5.0 pat top Chord dead load and 5 0 W bottom chord dead bad•100 ml from hurricane oceonline,on an occupancy category I,coed lion I enclosed building,of dimensions 45 R by 24 it%An exposure C ASOE 7-03 per UBC(1WS1951f and verCdats or canCtevers ems, they are dosed to w1nd, If porches exist,they are not exposed to wind. The lumber DOL increase is 1.33,and the plate grip incase is 1.33 3)A9 plates are M20 plates uness otherwise indcated. 4)This truss has been designed for a 10.0 pxrf bottom chord We load nonconauffem vft any other S*loads per Table No.16-A UB694. 5)Provide meehenleal Conneelion(by others)of trues to bearing plate capable of withstanding 421 lb uDgR at Joint 7 and 408 lb uplkt at Joint 13. 8)This truss has been designed with ANBUfPI 1-1995 afteria O LOAD CASE(S) Sandard y 9 29374 ORES 12.1�t30 October 23,1998 A WARNING- Vonh deargn p4rmneren and READ NOTES ONTHIS AND REVERSE SIDE BEFORE USE Design valid for use only with MrreK tmrfnectors.This design is based only upon parameters shown,and is for an Individual building corrtoonent to be installed and loaded vorbcslly,ApptmbTdy of design psramatsm and proper Incorporation of �+ compononi is r6sponxibibty of butwIn0 designor•not truss designer.Eridng shown a for lawrat suppen of indYdual Woo men•berc only.Additkntu temporary bracing to inure stability durlrrg construction:s Mt re:pon"Ay of the erector.Additional pwrnanenl bracing of the overall s7rumna Is The m,.sponslbility,or Me binding designer.for ward guidance regarding rabnc360n,quafily control,atorege,d0hvgry,crocGon,and brsGng.conSull 05T48 Quality Sbndwd,DSE-d9 Bracing SpeelflcWroni end SID41 Handling)natelling and Bracing n000mmondmion available from Truce Preto Insdbrto,M3 D' MiTek lndtratrlwo,Ina. OnoNe Drive,Madison,VR S3719 OCT 23 '98 15:49 916 631 8225 PAGE.08 r^ I I Uct, lJ, lHd 1 ,5'!YM M1TH 1NUUbTK1E5 No, 79b4_Y, 9/13 Job Truss Truss Qty Ply Kirlley Cot, 'ulean Dental ml R761076 HULEATT C5 OOMµON 2 1 BMC West EVERETT,Everett.WA.,98205-3212 4.032 s Jun 9 1996 MTek Industries,Inc Thu Oct 22 18 33t43 1998 Page 1 I 10.11 a I ,69.0 F 26612 t ST." �SsbO 1 1011-A 7-612 fs12 1o�11J Sao W= 4.00 F12 3 mt9a axe� area � s 1 6 7Ia d16= 17 10 9 8 4tr9= 2rA 11 Q®= 311011 she- l 10.tt.� F 1be"0 i 264l-12 I 3T-6A i 7-0-12 7.g1� 10.t 1 LOADING(paf) SPACING 244 Cal DEFL (i n) OW) 114617 PLATES GRIP TOLL 25.0 Plates Increase 1.15 TO 0.97 Vert(LL) -0.33 a >999 M20 1BSH48 TCOL 7.0 Lumbef Increase IIAS BO 0.54 VeR(TL) -0.56 9-10 >790 SCLL 0.0 Rep SVees Ina NO WB 0.94 Horz(TL) 0.15 6 nra BCDL 10.0 Owe UBGANSI95 1st LC LL Min Veefl x 240 Weight 195 m LUMBER BRACING TOP CHORD 2 X 6 HF NO.2"Except" TOP CHORD Sheathed or 2-0-8 on center puffin spacing. 4.7 2 X 6 OF 210OF 1,8E BOTCHORD Rigid ceiling direcdy applied Or 8.11-6 on eenter l naeing, BOTCHORD 2 X 6 DF 2100E 1.8E WEBS 1 Raw at midpt 2-10 WEBS 2 X 4 HF Stud 2 Rows at 1/3 pts 5-10 RFACTIONS(lb/size) 1=1930/OS-0,ti=�599A5-0 Max Ho21=-0Spoad cane l) Max Uplift J=409(load case 3),ftZ39(foed ease 4) FORCES(lb)-First Load Case Only TOP CHORD 1�1--0575,23--9684,5�1=3584,43�-9384,9 .6222,6 7=19 BOTCHORD 1-11=4330.10-11=4330,9-10=5889,544889,6-MB69 WEBS 2-11--186,2-10=1028,3-1011767,5.10a-2751,5.8=1452 NOT66 1)Thistrusc has bean eh-Im for unbalanced loading conditions, 2)This truss has been designed/or the wind loads generated by 80 mph winds at 25 R above ground WM,using SA psi top chord dead bad and 3.0 psi bottom chord dead bad,100 mi from hurricane oceardine,on an occuparwy category I,candhlon I ertclosod building,d dimensions 45 ft by 24 ft vAh orpooure C ASCE 7-03 port UBCIANS195 Vend verticals or eantbevers r'7det, they art tposed to Wino, q porches eds�they are not wq)med(d wind. The lumber DOL increase Is 1.33,and the plate grip incmese Is 1.33 3)evelpt as shown below,special connection(s)required to support concentrated loed(s),Design of connection(s)is delegated to the building designer, 4)Al pl3tee are M20 plates unless otherwise indixaW. 5)This vuim has been deigned for a 10.0 psi bottom chord live load noneonourfertt with any other In loads per Table No.1", USCB4, 6)Provide mechanical connection(by others)of truss to bearing plate capable of wilhfsband'eng 409 lb uplift at joint 1 and 839 lb uplift 31 pint G 7)This trusa has been designed with ANSI/IPI 1.1995 oritetla. DAT r♦, LOAD CASE(S) 57ardwd v 1)Regular.Lumber Increase-1.15,Plate Increase=11.15 Uniform Loads(pff) k Vert:1.2=64 0,2J=64.0,3-0=64.0,46=64,0,54=64,0,e-7=-414,0,1.11■-20.0,10.11=-20.0,9-10=20.0,8-9c20.0, 641-20.0 Concentrated Loads(lb) Vert S•-1288 EXPWE$ 121 g-CQ October 23,1998 A mmmvi 6- Vent deny pararaeurs and READ NOTES ONTHT$AND)MVE SE Sl'DB BBPORE USE Design valid for use only with MfTek connectors.This design is bawd only upon petamalers shown,and Is for an hdivtduaf Dulding componom to be inscitlled and loaded veqically,ApplrcabiGry of d"n paMmators and propel incorpor*fon of - component is reeponald(Ity of bu;fdng dos+gnet-not mm doelgner.Stacing shown Is for lateral support of Individvat w0 members only,Additional tornporwry bracing to Insure stability during donsirucnon Is the responsibility of rho oromr,Additional po,nm ant brodng of %no overall vacturo i2 the roeponallhy of IN build4io designor.Fat general guidance"rdnp fabrication•quality control,Storage,dawary,aracdon.and bredng,oontsult OST-W Ouallty Standard,DS04S Bracing SpWIFIcatlon,and HIS-91 Handling Inelalltrlg and Bracing Recommendation ovallablo from Truss plate tnatiiuta.SW D• MITek IrMW'Ulee,Inc. One/fia DAve,Madison,MR 53719 OCT 23 '98 15:50 916 631 9225 PAGE.09 �ti, -• Uc1. CJ, IyH— 1 ; 5irM IWIM iNUU61rcM No. YH4_r. JU/13 Job Truss Truss Type "� t]ty Pry Klrtey cols 4utew Dental mI NULEATT C6 LEFT MONOTRt,_- 4 1 R761077 8MC West EVERETT,Ev©rett,WA.98205-3212 4.0-32 s Jun 9 1998 MTek Induslnes,tnz Thu Oa 22 16,33.45 19ae Page t l S4e Sa6 5147 700 2X4 II 1 4,00112 3X4-- 2 3 ou 4r 5 3X4= t Sure II U4 t soe F ,suds solo suds LOADING(cast) SPACING 2-" CSI DEFL (in) (roe) Udell PLATES GRIP TCLL 28.0 Plates Increase 1.15 TC 0.22 Vart(LL) -0.04 3.6 >999 M20 185rl48 TOOL 7.0 Lumber Increase 1.15 BC 0.36 Vertcm) -0.08 35 >999 BCLL 0.0 Rep Stress Ina YES W S 0.35 Horz(rQ 0.01 3 n1a SCDL 10.0 Code UBCONSI96 1st LO LL Min Vdefl=240 Weight;49 lb LUMBER BRACING TOP CHORD 2 X 6 HF No.2 TOP CHORD Sheepled or 84d on center purlin spacing, except end verrtrmis. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rl&eelling dreety applied or 10-0-0 on canter bradng. WEBS 2 X 4 HF Stud REACTIONS Qblsift) 6=444106-8,U582/0.68 Max Hoe P-2460oad ease 3) Max UpIIR6-115(lotid rase 3),3=211 goad case 4) FORCES((p)-First Load Case Only TOP CHORD 1.2s0,25■-002.3A17,18=156 SOT CHORD 5-6-566,35=566 WEBS 25■106,24--415 NOTES 1)This truss has been designed for the wind loads generated by 80 mph winds at 25 R above ground tevei,using 5.0 p,sf top chord dead toad and 3.0 pe!bottom chord dryad bad,100 mi Rum humcane oceenilne,on sn occupancy category I,condR'enon I enciosed building,of dimensions 45 It by 24 R w7th exposure C ASCE 7.83 per UBWANS195 If end verticals or cantilevers Welt they are exposed to wind. If porches @host,they are not e4xw to wind. The lumber DOL increase is 1.33,and the plate gAp Increooe is 1.33 2)AS ptatee are M20 ptates un.w%ather"Is.,indicated 3 This tr me has boon designed fcr a 10,a psi bottom chord live load noneoneunent with arty other live Raft per Table No.I", UBC•94. 4)Provide mechanical connection(lDy othem)of trues to bearing plate capable of withstanding 1151b uplift at)oint 6 and 211 lb UPER at joint 3. 5)This truss has been designed wkh ANSVrPI 1.1995 mleds, LOAD CASES) Standard so yp pC AL EVIRES October 23,1998 A W,WWG- Verify dctip pmamerm m+d READ NOTES ONTJMAIVD REVERSE SIDEBEFORE USA Design valid for use only vAl h Mrrek connectors This design is based oMy upon Parameters shown,and is For an indlvlaual budding component to be Inetellod and loaded vertically.Applkabilily of design parameters and proper Incorporation of ..+�■ COmDonont is responsb,rry or buliang aealgner.not in,s--detignsr.Bracing grown is for ratc(ai support of indivausi web members only.Adaillonal tar mwv bracing to imure nwlrry ovrfrp construction is the(eV0nS;Niry of the oremr.Addliaml pemhananl bracing of dhs overact structure to the rosWslbility of the building designer.For general guidance regarding fabrication,qualify convol,storage,delivery,erection,and bracing,comuh O9T46 OuaciV Standard,OSB-09 Bracing SpeeXcation,and 1,I18.91 Handling cnsitalling and Bracing Recommendation available from Truss Plato Insftic,so o, M(Tek Industries,Inc. Onolrio Drive,Madison,VA 5S719 OCT 23 '98 15:50 916 631 8225 PAGE.10 UC1. LJ, IyH I : Wm M111;K 1hM1*xM N0, '19b4 V. 11/1J Job Truss Truss Type \ aN Ply KlnleyCo, iulealtDental ml R701078 HULEATT 01 FLAT 1 7 BMC West EVERET.Everelt,WA,9820:5.3212 4.0J2 a Jun 9 1993 Miirok Industries-Inc. Thu Oct 22 16:3147 1908 P-qe 1 I SOD I tP4a 1 sac SA-0 5sS= 1,9ta II SrtS= + 2 3 ri N��5 act II 11br10_ 2x6II S6o i taaa s.aa s.4o LOADING(psi) SPACING 244 CSI DEFL on) (rx) lfdeft PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Ven(LL) -0.03 Sag A99 M2D 1551145 TCDL 7.0 Lumber Incr3ase 1.15 BC 0.30 VertaIj 4.05 5S s999 BCU, 0.0 Rep Stress Ind NO WS 0.40 FIDrATL) 0.00 4 rule SMI. 10.0 Code UBC/ANS19S 1 at LC LL Min Udell=240 Weight 57 ID LUMBER BRACING TOP OHORD 2 X 4 HF NO.2 TOP CHORD Sheathed or 5-23 on center puriln spsclog, except end verticals. BOT CHORD 2 X 6 DF 2100F 1,8E BOT CHORD Rigid ceiling d'ifeetty applled or 6-0-0 on center bracing. WEBS 2 X 4 HF Stud FZACrIONS (Iblsite) 8=12661058,4■126610.5.8 Max HOIZ G=-224(to34 case 3 Max Uplift 6-333(toad case 3,4=333(load case 4) FORCES(ID)-First Load Case Only TOP CHORD 1.0=788,1.2■4d7,23jBd7,3J=-788 BOT CHORD 5-6.4.46e0 WEBS 2-SR311,1.W058,W-1058 NOTES 1)Thls truss has been designed for the wind loads generated by 80 mph vnnds at 25 R above ground level,using 5.0 pet top chord dead load and$.0 pall bottom chord dead load,100 mi from hurricane oeeanllnk on an oewpanry category I,condition I enebsed bullding,of dimensions 46 R by 24 R*M ertpas re C ASCE 743 per LWANSI95 If end verticals or cantilevers epst, they are rvoaed to wind. If perchec most;they are not etiposed to vAnd, The lumber DOL Increase is 1.33,and the plate grip Increase is 1.33 2)Provide adequate drainage to prevent water ponfting. 3)All plates are M20 plates.unless othinwise indicated 4)Thut truss has been designed for a 10.0 psf bottom chord Ilve load nonconcurrent with any otter live loads per Table No.16-8. UBC-04 5)PmWe mechanical connection(by titters)d Wes to bearing plate capable of withstanding 333 lb uplllt at joint 6 and 333 lb uplR art joint 4. 8)This truss has been designed WQt ANSIRPf 1.1985 criteria. LOAD CASE(S) Standard 1)Reaufar Lumber I oreosec1.15,Plate lgereaeeo1.18 Uniform Loads Vett 5.6=196.7,45=190.7.145.64.0,23-64.0 2074 Rfs 12.19 Oo October 23,1998 A W"MNG- VM&deign parmn m an d M D NOTES ONTNISAND REVERSE SWE AMORE f1SE Deelgn valid for use onb w&Mrrek mnnectore.Thle amIgn is bawd only upon paramalere sham,and Is for an individual bu➢ding component to be in--tatted ant loaded vertically.APplicabilty of de4n paramaters and or000r incorporation of - m component o Is reeponoftal t m ov ditty ai designer-not Inca lily during con2 gracing shown for Istersl support h Individual web members any.AddNonal romporary txaUng to Inpure stability dur+ng oonstn,ctton 4 the reaponslDPib d Otc orMa Additional perrttment bracing of the overall sAxwe is the responfitlitty of the ovilding dosignor.For general guldanoe regarding fabrication.cualhy control.zwrago.dattvary,erecdon,and bracing,consun OST-98 duality Slardard,DS842 Oracrng Spoeftwilon,and Nt841 Handling InoWling end Bracing Recommendation avallaDle,Irom Truss Plate Institute.S63 0' Mr ek IndustrIeS,Inc. Onolrto Drive,Medlaon,VA 52719 OCT 23 198 15:50 916 631 8225 PRGE.11 r� ��1_ _ y UC(, 1j, Md I : Wlw Minn 0MI'Mb No, '19b4 r, 11/13 Job ITruss I Tfuss Type \ oN Ply Klnvey Crate neat[Dental ml R78ll079 HULEATT E1 COMMON 13 1 BMG West EVERETT.Ererm,WA,982053212 4.D32 s Jun 91998 MTtk IndusWes,Inc, Thu Oa 22 16:33:49 1998 Pagel -coo s.uo io.o-o tsoo 340 S d4 5 0 0 3.04 bah II 3 6,00 12 4 � Ig _ B t BA1,5x4 I I 31rA— 5 so,o sno LOADING(pro SPACING 2-M CSI OEM (in) (toe) Vdefl ! PLATES GRIP TOLL 25.0 Plates increase 1.15 TO 0.34 Vert(LL) 4.02 4-0 >999 M20 1851`1148 TCDL 7.0 Lumber Increase 1.15 BC 0.27 Vert(iL) 0.05 1-2 >754 9CLL 0.0 Rep Stress Iner YSS We 0.07 Horz(TL) 0.01 4 nfa BCDL 10.0 Code UBCIANS195 let LO LL Min Udell=240 Weight:a8 lb, LUMBER BRACING TOP CHORD 2 X 6 HF Nat TOP CHORD Sheathed or 6.0.0 at center purfn spacing. BOT CHORD 2 X 4 HF Nat BOT CHORD Rigid calling dlrecW applied or 10-0-0 on oenter bracing. WEBS 2 X 4 HF$tud REACTIONS(ttleiae) 2--80910-5-8,4=60910-5-6 Max Herz 2=41 Qoad case 3) Max UpfAt2=-2220oad case SL 4.222Qoad rase 5) FORCES(Ib)-Fast Load Case Only TOP CHORD 1-2=40,23=-426.3-4=-029,"--4 BOTCHORD 24476,46=376 WEBS 3-"7 NOTES 1)This truss has boon checked for unbalanced loading conditions. 2)This truss has been designed for the vind foods generated by 8D mph winds at 2511 above ground level,using 5.0 psi top chord dead toad and 5.0 pst bottom chord dead load,100 mi fram hurricane oceannne,on an oocupenty category I,condition I encimsod building,of dlmenslons AS R by 24 R with ogwsum C ASCE 7-93 per USCIANS195 if end verticals or cantilevers w6st. they are tb poked 10 wind, If porchee e,dsk they are not mtposed to wind, The lumber DOL increase is 1,33,and the plate 96p ineeass is 1.33 3)All plates are M20 pieties unless otherwise indicated 4)This truss has been deaigned for a 10.0 psf bottom chord lire load non oncurrent with any other live loads per Table No.16.8, UBG94 6)PwMe mechanical oonneetion(by others)oftAm to bearing plate capable of withstanding 222lb uplift at Joint 2 and 2221b uplift at 4, 6)This truss has been designed with ANSVTPI 1-1 WS criteria. LOAD cases) Standard MORES 12.19�00 WA October 23,1998 0 RMNG- Ve»yy ddFgn paramrs�ers mid Re4D NOTES ONTHISAND REVERSE SIDE BEFORE USE. Dmign wbd for use only vim MtTek connectors.This d"n is basea only,upon penunotors shown,and is for an,nanldusl building dormponent to be Ineialled mid loaded ve6calty.ApplIcsbltlty of design paMmorcn and proper tnowMmkn of .r w cornponom is sspol sitif ry or twi!dtnp deelgner-not truss dnlgner.Bracing enorm is for 4atoral suopon of individual wob � members only.AddNon l temporary bracing to inwr a 2";,y during conanuction is rho rospwvbitity of me erecxr.Additional pettndnent bracing of d+e ovm911 sbucturo Is the resporn bliV or lire bui(diing deaVner.For general 9uidwco rogarding labrieaiion,quality control.8108ge,delivery,eroa0n,and bracing,oorluilt 03T-98 ouelny Sondaro,DSB-49 Bracing 3peclflear",end H"Hondling InsUlling and Brad nq RaeammorocWon avaiisble from Tfuaa Mato Insthut%5e3 0' MIITA Induatrloa,line, Onofrlo Drive,611tadlaon,llVl S3719 OCT 23 198 15:51 916 631 8225 PAGE.12 uc(, U IyH 1 : Wm Milt& 1NVU lxlxa No. 7964 P. 13/13 Job Trues Truss Type ctly Pry Kinley Col uteatt Dental ml MULEATT Era COMMON 1 R761080 1 BMC West EVERETT,Evefta,WA„982053212 4.0-32 5 Jun 9 1998 M(Tek Induetries,Inc, Thu Oct 22 16:33:521998 Paps 1 -340 $40 ,a40 ,Z" Sao Sap saA 340 4YA= 2trA 11 21r,e I I 6.00 12 21e II 4 6 2411 3 i '_ ,.ar4(( 1.55rd II i sxe II ,.54 11 = 9 LOADING(pef) SPACING 2-0-0 C51 DER (in) (bc) Vde,I PLATES GRIP TOLL 25.0 Plates Increase 1.16 TC 0,36 Vert(LL) Wa - rVa M20 1851148 TOOL 7.0 Lumber Increase 1,15 BC 0.17 VeR('IL) 0.08 1-2 >456 BOLL 0.0 Rep Stress Incr YES WS 0.03 HafZUW 0,00 rVa SODL 10.0 Code USVANS195 (Matrix) 1st LC LL Min Vdetl=240 Weighr 53lb LUMBER BRACING TOP CHORD 2 X 6 HF No.2 TOP CHORD S%eethed or 6-0-0 on center pudin spacing, BOT CHORD 2 X 4 HF No,2 SOT CHORD Rigid oeiling directly applied or 6-0-0 on center bracing. OTHERS 2 X 4 HF Stud REACTIONS ohistze) Z=433n0-0-0,8=453/10-0-0,1 2=1 59110-00,11=159/10-0-0,19�3h0-0-0,10 3110-0-0 Max Horst 2K143(load©ae 4),B=-143(load case 3) Max Upfet2=-205(load case 5),8-285(foad can 5),12=-88(ioad case 4),11=-06eoad case 3),13=4Qoad ease 1),1D=30oad case 1) Max Grav 13=147(lo3d wsB 5),10=147(toad use 5) FORCES(lb).Flrst Load Case Only TOP CHORD 1.2=60,23=-104,3-4-n,45=30,5-6=30,6.7=-11,7.eaz.1 o4,8.9=80 BOTCHORD 2-13=0,12.13=0,11-12=0,10-11=,0.8-10=0 WEBS 4.12=-116,6.11=118,3_13=1,7-10=1 NOTES ,)This tars has been checked for unbalanced loading eondltiorts. All plates are M20 platers unless otharvvise indicated. 3)Gable require6 continuous bottoM clfard bearing. 4)Gable studs spaced at 24-0 on center. 5) For studs w pried to wind,see Mrrek'bitandard Gable End Detail" 6)This truss has been designed for a 10,0 par bottom chord five load nonconeun a it with any other Rue loads per Table No,16-81 UBC-s4. 7)Provide mechanical connection(by othere)of truss to gearing plate capable ofwrthstanding 28S ID upllR at joint 2,286 lb uplift at jolts 8,66 rb upflR et Joint 12,86 lb uplift at joint 11,3 lb uprA of joint 13 and 3 lb uplM 3t Joint 10. 8)Thia tNts has been designed with ANSI/TPI 1-19%criteria LOAD CASE(S) Standard �ory y EXPIRES 12.19-00 A WARNING- Vero daign peae rre w andRE0 N027S ON M AND REMSE SIM RUMS USE October 23,1998 Design valid for uW only WM Wrek conrwcton.Tnis omgn IS based ordy upon paramelere snovm,and is for an:xdivid,y bu'Jding component to be installed and loaded ver3caly.Avor=tiiey of deaign pBrMletors and proper incorporation of component t roaponefb t of bid1diovary t designer not vua lily during Bracing shown mfor spot!euppon o1 Individual web members Dory.nddMmel temporary Draortg to rneuro atabUity during consutx,;on le me reaponsibilrry of the•roaor.Adcfionar immuureru bracing of the overNt structure is Me rentimom0ty of the oulkfr g dosigner.For general guidance regarding tsbrkaun,quality control,"Nays,defwry,arectlon.and bredng,oonwlt OST-M Ouattry Standard,DSB-M Bracing N1 speoMkedon,and Htt391 H,ndring tnelllling and Brect"Aacnmmeadaeen evOrteie from Tess Preto InstRula,503 D• M ITek Indtretrle>a,Inc. OrxirrloorNe,MWIMn,WISM9 OCT 23 '98 15:51 916 631 8225 PAGE.13 l i� �• TEL : Mar 20 '99 20 :03 No . 001 P .01 7 This Is what Huleatt Dental Clinic needs to do for me before I will sign off for occupancy, 1. Install a state approved Reduced Pressure Backflow Assembly (RPBA) on the water supply line to the x-ray developer. I told Keith Swanson of Swanson Mechanical about this on Friday (3-19-99), he said he will install it on Monday ,(3-22-99). After it's installed the RPBA has to be tested by a state certified Sallow Assembly Tester. Keith is supposed to have Roger with Advance Testing do the test on Monday, they are supposed to give me a copy of the test report. Since I will be on vacation the week of 3-22-99, 1 need you to do the following please if Huleatt requests occupancy while I am gone. A. Go to the clinic and physically verify that the RPBA has been installed on the water supply line to the x-ray developer. (In case it's been a while since you've reviewed the Cross-connection stuff, the RPBA will have two check valves plus the reiief vent on the bottom 0). B. Look at the test report, Keith Swanson should have a copy on site. If not, Roger will fax me a copy. Verify the model, serial 0, etc. on the report, make sure it matches the Info on the RPBA. Don't worry about the test report data, I will look at it when I get back. Roger has done enough tests for us, I know he will not leave the site until the RPBA Is working properly. If you have any questions, leave me a message on my voice mail (3505). 1 will be checking in a couple time while I'm gone. Thanks for,yourhelp, Karerrr, �..---- _ i i i i .. �, i r jl �' � I k ,� � �� - \�` v' . l � � • \ i" ��, � .,,:. i ,� �} � ,, -. � �` �=' Jam._} . �- Citv of Ariinbton Building Department FAX Cover Sheet 12- � l C Date: ✓�`� C Number of pages to folio : Response needed As requested FYI TO: � FIRM: F_AX �. 1 FROM: RE: Additional Comments: 238 IN Olympic Ave Arlington WA 98223 Pb. (360) 435-0724 FAX (360) 435-3906 *.� �� s IR'; � I 03/22/1999 17:58 360403P'`IkA TWO RIVERS ENGIN6O? PAGE 05 k1 it y,r-, LIAR 2 3 1999 TWO RIVERS ENGINEERING .I71 01'AR1 l GTON Kirtley Cole March 22, 1999 H= 10th Snohomish, WA 98291 Attention. Tim Stobbs Rc: Dr. Huleatt Detention Pipe Hold Down Evaluation DearTim: This letter iy written at your request to evaluate the need from undergtounJ pipe hcild downs at the subject project. Pipe Description The City of Ariingtort stormwatcr ordinance requires svxm water dctcnuon and trr-atment prior to releasing runoff from the site after development. A system composed of 45 If cif 71" x 1()I,.C'MP arch pipe and a restrictor manhole was de4ignecl Lo control cnitllow, The system is buried with an invert elevation 4 127.47. The crown of the arch is at elevation 133.33. Ba►:kfiil over the pipe k to be 134.50.The pipe will jux'mally have watut (had storage) in the pipe to an elevation of 130.00. Pipe Floatation Floatation of underground pipes can occur when buoyant forces on the stricture exceed the gravitational forces on the structure causing it to float like a ship. Gravity fotrccs acting on chic pipe include the weight of the ppitpe, the weight of the soil surmunding the pipe and any weight of material inside the pipe. matation fomc,% acting on ttic pipe are buoyancy from ground water surrounding the pipe. Soil pieasures on the pipe bottom arc counteracted by ,toil presetirec on the upper surface and cancel each other out. Gravitational Forces The pipe weight is composed of the pipe material, the end plate material and manhole 4upentructure The pipe weight is appruxima.tely 100lbs. per ft. for galvanized pipe- The pipe «night is therefore 100 lbs x 45 If or 4,500 lbs. The two cnd plates hare an equivalent area of-44 sf of material. Using 12 gage steel, the end plates are 44 sf x 5.355 Itx.lsf or 235 tbs. The manhole section is approximately 1 ft of 24"pi weighing 34 Ibs and, rn=hNr lid and frame weighing approximately 225 lbs. The t�►,vitationul free (in the pipe by dead u eight is the surn cA the above or 4,��4 tbs. Ad ditif"Jy when the pipe is filled for nt rnmal operation Ow watc;r surfacx elevation will bG 130.(x). That level corresponds to adepth of 2.59 ft. w 44%of the p-tpe's depth.The areu will be 437T of the equivalent circular area,of 42.4 s)'when full. The water will be 17.80 307 N. OLYmplc AvE_ • SUITE 208 • AAliNGTON,WA 98223 (360) 435.8167 a FAX: (360) 403.DI88 • E-mail:tre®darningron.net 10 'd 9L99ti6L(09£) 8f301S WI1 d9I =ttF0 66-E:2--AEW I 03/22/19913 17:58 3E04030188 TWO RIVERS ENGINEERS PAGE 02 cf/Ir. At 62.4#Ncf fur den.sity of water , the water weight shall be 1 110 RK/ if The total water wcight will be 45' x 1,110 lbs./If or 49,992 lbs. The soil backtill weight is calculated at 1201bs.% el' with approximately 8 cf/lf of st)il weight calculates to be 8 of x 1201bs.M'x 45 if or 43.MD lbs. of zcril weight. The total gravity force is then 43,200+49,982+ 4,994 lbs. or approximately 98,000 lbs. Buoyant Forces Buola.nt forces on the pipe will be the buoyant force of water in the soil. The soil comii.tions as repomzd in the gecxechnical engineers report dated September 30, 1997 by DODDS Getvwicnces Jrx- are frnm two tails test pits. The water table wax retarded to N, apprwumately'T below the surface of the site or approxirnalcl elevatiOn 123 at the sail test pit closest to the Pipe site. The other test pit, located in the parking areal, showed the groxmdwater table,:ippr0 %irnalciy 9' Ix;i41w the.urfatz or approximately In- Installation of the pipe e-ccurred in time of the wettest wintcr scasosis of record. Kirby C'ole's superintendent,Tim 5tobb reported no water was observed during the installation of the pipe. The pipe's bedding was excavated to c:1evation 126.5 with no water reported. Given the soil report information, supported by the construction conditions, it is reasonable to(x)nclude that.the water labile 14; unwilly n4X atxnc 126.5. Jwrefo re no buoyant forces should be L;xpvrienccd by the pipe. Civen those conditions,the pipe with or without water to its operational depth should not float. The staff of Arlington's Building Department have verbally reported smrig the wager table at I Foot below the ground level surrounding the site during a major rainfall event( reputed (o tic 25 �car..,:U m or greater) The proconstruclum ground surfam was cwrveycd at 130 in the area of the detention pipe. Under the City's observed cmxtditsons the grcmundwatar table would be at elevation 129. If the tank was operating under that condition during the 25 year storrn or greater the water surface inside the rani: would be above elevation 131.61. Under that condition the pipe «.o+ultl not fiver. If the pipe was drained to its lowest allowable elevation without a leak or pumping, the elevation 'would be 130- In that condition, the pipe would not float l I the tank was e,,nptied by pumping to the invert of the pipe, the pipe should not float. If the pile lxtx�rnes darnagecf in a way there is a Icak in the plpe, a pipe will rant float bcxausc the water in the pipe should stabilize to the groundwater elevation. IFleatattion Conditions It is possible that the pipe may float if ow.of the follcnving conditions occurs. l)The pipe vv emptied of all water and the wrier gable reaches elevuhtm 129.5.This wtHild require a deliberant ace of dewalering the pipe since the live storage elevation invert is 130.00 while groundwater conditions exceed any reported. At this point the buoyant ibm.es will eyuisl the yravitatiomal lurtixs present.!) dkcting on the pipe. This conditHms(1trs not take into consideration the frictional sail forces which wi11 �mobilized on the eastern Fpc�nion of the pipe.The water table will have to rise higher to overmine these additional t r ctiAJnal ftuves.. 2)The.water table raises to 132 when the pipe is contairunR water to the designed outlet cleN ation of 130.00. The water buoyant lords will again match the gravitational forces when the water table is 132. As in the above case, additional soil frictional forces will be ZO ' d 9L99V6L(09£) 99OlS WI1 d6l = b0 66-£2--A1eW'' r �� A3/22/1999 17:5f 360403n188 TWO RIMERS EWIF{tt'-,�,S PAGE 03 incurred on the mstern side of the pipe.These ftx *,s will have W be exceeded by additional nsc in the water table. This co ndiuon could(xx-ur if the pipe was empty after a severe storm and the general ama was flooded to elevation 132. This would mean the lots adjoining HWY. 9 wexrld he flocnled with at least two feet of water aril the Lrom highway culvert was surcharged- This condition would have to be a IDD year or greater flood. It would olx)require that all three tmfites in the control manhole tee plugged after emptying all area runoff sinve they are at elevations beluw 132. 3)Running beneath Highway 9 is an 18"concrete culvert almost directly west of the .ystem outlet. The culvert colietus (low from the ditch which runs ninth and south of the eastern side of the Highway. The design flow of that culvert is not known.The ditch botk)m X. -urvcycd is appn)ximatcly 128, several feet below the detention basin outlet. The soil mWrt presents a sufficiently slow pemueable soil which should not become at satured when the culvert is in use. Fcw Safety tx-insiderationc, the tripe should not he dewatered while the culvert is flowing due to the possibility that faulty excavation could p<.rvsibly present a direct flow path for water to meander out of the ditch into the backfill of the pipe thereby possibly rro ding the base if sufficient velcx ity exigls.This cundition shOUld not exist if the cuh err is properly mamntaincd by WSDOT. Observation Well In order to allow the owner and the City to monitor the ground water elevation,it is recommended that an obsen•ation well be installed near the detention pipe.The well should lx l(wated on the east side of the pipe U,allow the easiest acreSs to the well especially during wet conditions. The well should be constructed of PVC sewer pipe installed vertically to a depth of Elevation 127.50 below the foundation of the: pipe.The well vhould k suffoundmi by 6" of washed gravel on the bottom arxi sides. The pipe Q lower 1 fcxrt shtruld have ten- 318 ths. inch holes drilled randomly in the pipe to allow easy entrance of gr undu ater The well pipe should extend above the surface and have a removable cap. The cap wn be removed to inspect the groundwater elevation. A deu+i) an ohservation well can be be provided if desired. Since this well was not considered noccssary in the original design, construction of this well will require excavation by equipment thrtxagh the landscaped area. Ar alternative well system can be constructed using a driven well point on the west side of the pipe. The well p6nt would be 1 112 " in diameter Steel pipe send scrreened ripen area. The well point has a pointed steel end for driving pies a prvtectt:�e driving shoe which is tfucaded to the weJI poirnu top. It is driven with a harntat¢r. The protective driving shoe stops ciamagr ��ilia pi threads As the well paint is driven inter:Ste ground, pipe extensions are addod along with reinstalling the drive shoe to drive tlw pipe into the pea gravel used for pipe bedding. Pipe bedding was called to be placed to elevation 130.0 by design. The well point should be driven to a minimum cicv;ttion of 130-00; preferably to a depth on 129.(k) as long as the well point can stay in the free draining pea gravel. Operational Procedures The pipe should riot be dewatered during storms. The pipe should not be dewatered of water is nowing through lhe HWY. 9 t:ulvert-The.pipe shc+uid not be dewatered when rain is prcdicted in the near future. if the tTcvatur or owner wishes k-,dw^,Uter the pipe, the ubacrvatiun well slu-juld he opened and inspeL'tcd to determine if water has risen in the well. If no water is obscrvcd,the pipe can be dewatered If water is observed, the pipe should riot be dewaWed to a lower elevation than that reflected in the well. If the operator observes water to the well and £O'd 9LS9b6L(09c) SE101S WI1 d61 =tF0 66-E:Z--AEW .� �,r 403/22/1999 17:98 360403 "8 TWO PIVEPS ENGINr-r�.S PAGE 04 hehevcs th--pipe is�,tartinp to nk)d, the pipe Lawn he fknxled until the gnivitraLonal fcNt;e.s cxcxcd the buoyant forms. This condition should be maintained unril the groundwater table Falls below the pipe's outlet elevation lifter this condition has occurred the pipe sh(mid be inspecaxi for leak-age and damage , rill damage should be repaired. Summary The present stormwater dentition pipe should ncx float if constructed as deli gncd under the e rnd,ticros rcportccl in the sails report arxi relxsrtrd cm�ksmicxiun cmxndauoma. There are condraons upon which the pipe may float if dcwatcred during inappiopriatc grounduatcr conditions. Tim conditions upon which pipe flotation is predictable are not usual conditions in the prcirct area.The utili✓aum of the otwmmion well should be adequate W gunge:+ kmmTA•ledgeable pets.on in proN116ri inlormatior to decade to dcwvatcr the pipe at any time. It should.alto be said that flotation could occur if irwxpenencxd construction people are used to disturb the pipe. it is mcornmendod that the City and owner be roadie aware of the operational restrictions. if yeti havc any gm,.shons or comments plonse c4mojct me. Yours Truly Two Riven Engineming ,'0 alb°d�a Thomas M. Kamm P. E. Principal tFO 'd 'gzGgt,6L(O9£) 13EIO-.S WI1 dOZ : VO 66-£Z--A11?W I This safety alert symbol is used to attract your DANGER: A DANGER designates a condition attentionl PERSONAL SAFETY IS INVOLVEDI When where failure to follow instructions or heed warn= you see this symbol-BECOME ALERT-HEED ITS A ing will most likely result in serious personal MESSAGE. injury or death or damage to structures. ACAUTION: A CAUTION identifies safe operating WARNING: A WARNING describes a condition practices or indicates unsafe conditions that could A where failure to follow instructions could result in result in personal injury or damage to structures. severe personal injury or damage to structures. H I B-91 Summary Sheet ° COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL TRUSS PLATE INSTITUTE 583 D'Onofrio Dr.,Suite 200 PLATE CONNECTED WOOD TRUSSES © Madison,Wisconsin 53719 (608)833-5900 It is the resgonsibilityofMeinstaller(builder.buil iingcontrarcLor.licensedcontmotor, truss industry, but must, due to the nature of responsibilities involved, be erectororerection contractor)to properly receive,unload,store handle, install and presented as a guide forthe use of a qualified building designer or installer.Thus, brace metal plate connected wood trusses to protect life andDroperty,The installer the Truss Plate Institute,Inc.expressly disclaims any responsibility for damages mustexercise the same high degree of safety awareness as with any otherstructural arising from the use, application or reliance on the recommendations and material.TPI does not intend these recommendations to be interpreted as superior information contained herein bybuilding designers,installers,and others.Copyright to the project Architect's or Engineer's design specification for handling, installing ©by Truss Plate Institute, Inc. All rights reserved. This document or any part and bracing wood trusses for a particular roof or floor.These recommendations are thereof must not be reproduced in any form without written permission of the based upon the collective experience of leading technical personnel in the wood publisher. Printed in the United States of America. CAUTION:The builder,building contractor,licensed CAUTION:All temporary bracing should be no less contractor,erector orerection contractor is advised than 2x4 grade marked lumber. All connections A& to obtain and read the entire booklet"Commentary should be made with minimum of 2-16d nails.All and Recommendations for Handling, Installing & A trusses assumed 2'on-center or less.All multi-ply Bracing Metal Plate Connected Wood Trusses,HIB- trusses should be connected together in accor- 91"from the Truss Plate Institute. dance with design drawings prior to installation. TRUSS STORAGE CAUTION:Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. 8'-10, 8'-10' CAUTION: Trusses stored horizontally should be JA supported on blocking to prevent excessive lateral A CAUTION: Trusses stored vertically should be bending and lessen moisture gain. braced to prevent toppling or tipping. - 1 AWARNING: Do not break banding until installation DANGER: Do not store bundles upright unless begins. Care should be exercised in banding re- A properly braced.Do not break bands until bundles moval to avoid shifting of individual trusses. are placed in a stable horizontal position. JA WARNING: Do not lift bundled trusses by theAprohibited. DANGER: Walking on trusses which are lying flat bands.Do not use damaged trusses. is extremely dangerous and should be strictly Frame 1 12 k TOP CHORD greater TOP CHORD DIAGONAL BRACE / /<gs/ "< MINIMUM LATERAL BRACE SPACING(DBS) e, SPAN PITCH SPACING(LBS) i#trusses] le. SY%uF SfzF.".F sJ v rto 24' 3/12 8' 17 12 er 24'-42' 3/12 7' 10 6 er 42'-54' 3'f 2 6'er 5a' See a renistered professional engineer DF-Douglas Fir-Larch SP-Southern Pine joy HF-Hem-Fir SPF-Spruce-Pine-Fir O��/dry - Em's ryP Ci� All lateral braces lapped at least 2 trusses. Diagonal brace also required on end verticals. Continuous Top Chord Lateral Brace= Required Top chords t jai are laterally'braced can buckle together and cause collapse ifthere is nod iago- 10"or Greater nal bracing.Diagonal hraeing should be nailed to the underside of the top chord when purlins L are attached to the topside of the top chord. =4 Attachment MONO TRUSS I nequirea AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. INSTALLATION TOLERANCES BOW Length L(in) PLUMB D(in) D/50 D(ft) Lesser of 24" 11" 1 " 1' ±ya L/200 or 2" 2 2" �` _ 36" 3/4" 3' 48" 1" 4' 60" 1-1/4" 5' L(in) L(in) 72" 1-1/2" 6, 84" 1-3 4" 7' 96" 2„ 8. Truss I 108" 2„ 9 t Depth D(In) I Lesser of I L/200 or 2" I Lesser of D/50 or 2" L(in) L/200 L(ft) L(in) L/200 L(ft) Maximum � 50" 1 4" 4.2 200" 1" 16. Plumb ' Misplacement Line 1001, 2" 8.3' 250" 1-1/4" 20.8' 150" 3/4" 12.5' 300' 1-1/2" 25.0' OUT-OF-PLUMB INSTALLATION TOLERANCES. OUT-OF-PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loads of any description be placed A A on unbraced trusses. Frame 6 WARNING: Do not attach cables, ± !11A s, WARNING:Do not lift single trusses with spans hooks to the web members. greater than 30' by the peak. MECHANICAL aOe • so° INSTALLATION or less or less r '� Tag Approximately Approximately Tag Line i '/2 truss length '/2 truss length Line Truss spans less than 30'. Lifting devices should be connected to the truss top chord with a closed-loop 1- attachment utilizing materials such as Strongback/ Spreader Bar g SpreaderBar slings, chains,cables, nylon strapping, 10, �I —Toe In etc. of sufficient strength to carry the Toe In weight of the truss.Each truss should be set in proper position per the building r designer's framing plan and held with Approximately the lifting device until the ends of the Approximately ll 1/2 to YYa truss length truss are securely fastened and tempo- V3 to 3/4 truss length Less than or equal to 60' rary bracing is installed. Greater than 60' *II Tag Line Tag Line Spreader Bar L Strongback/ SpreaderBar 10' 10' Toe In Toe In \4 At or above mid-height Approximately Approximately I 1/2 to i5 truss length /7 to 3/4 truss length Less than ore equal to 60' Tag Tag q Line Line Greater than 60' CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of Atrusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's A Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. GROUND BRACING:BUILDING INTERIOR GROUND BRACING: BUILDING EXTERIOR ��• •�� . GBp Top Chord Typical vertical End--Will—$ia'e' LST attachment Plan Blocking Ground brace ivarlicsl(GBV) ./Top Chord\1`6Bv Ground Brace Verticals(GBV) • Ground brace .a; / diagonals(GOD) - III truss o1 btao7xl group of tru _ Ground brace End brace / vertical(GBV) / r I Groun - \ brace el aced �I � •t 1 truss of br Ground brace \ lateral(LUG) -group of trusses lateral(LBG) Ground brace r I End brace(EB) _diagonals(GBp) f'� Note:2nd floor system shall have / adequate capacity to support ground braces. Strut Backup { (ST) • 2nd floor ground _ •�: stake Driven / Typical horizontal tie member with tat floor ground stakes multiple stakes(HT) ACAUTION: Ground bracing required for all Installations-1A Frame 2 TOP CHORD 2x4/2x6 PARALLEL Continuous �\ TOP CHORD DIAGONALBRACE CHORD TRUSS Top Chord Lateral Brace MINIMUM LATERAL BRACE SPACING (DBs) Required SPAN DEPTH SPACING(LBs) #trusses Top chords that are laterally braced can buckle s P rn F T P F/H F I toaetherand cause collapse ifthereisnodiago- 10"or Greater Y' nal bracing.Diagonal bracing should be nailed v Up t0 32' 30" 8' t 6 t 0 to the underside of the top chord when purnna Over 32'-48' 42" 6' 6 4 are attached to the topside of the top chord. Over 48'_60' 4A" 5' 4 2 Over 60' See a registered professional engineer Attachment DF-Douglas Fir-Larch SP-Southern Pine ' Required HF-Hem-Fir SPF-Spruce-Pine-Fir i / iotru eegDBS) SPF/HF�2 o.c, 30"or greater All lateral braces lappe at least two trusses. The end diagonal brace for cantilevered End diagonals are essential for trusses must be stability and must be duplicated on placed on vertical both ends of the truss system. webs in line with the support. WARNING: Failure to follow these recommendations could result in ® severe personal injury or damage to trusses or buildings. IV_"111111 I 4x2 PARALLEL CHORD TRItSS;TOP CHORD Continuous Tor)Chord Top chords that are laterally braced can buckle Lateral Brace together and cause collapse if there is nodiago- Required nal bracing.Diagonal bracing should be nailed \ to the underside of the top chord when purlins 10"or Greater _ are attached to the topside of the top chord. l { Attachment 15 �� Required 30'foe 5 rs TresBea s1 1 � @2'o.C, 31/211 l Trusses musthave lum- ber oriented in the hori- zontal direction to use braces lapped this brace spacing. at least two �_-trusses. =450 End diagonals are essential for stability and must be duplicated on err both ends of the truss system. Frame 5 IRTOP CHORD ^� TOP CI IORD DIAGONAL BRACE* s 12 MINIMUM LATERAL BRACE SPACING(DBS) 4 or greater SPAN PITCH SPACING(LBS) #trusses SP/DF SPF1HF \g� Up to 32' 4/12 1 8' 20 15 Over 32'-48' 4/12 6' 10 7 Over 48'-60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine HF-Hem-Fir SPF-Spruce-Pine-Fir Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required �. trusses. 10'or Greater Attachment Required 0 T� Top chords that are laterally braced can buckle togetherand ca use collapse if there is no diago- nalbracing.Diagonal bracing should be nailed _ to the underside of the top chord when purline are attached to the topside of the top chord. - - PITCHED TRUSS AWARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. TOPCHORD MINIMUM TOP CHORD DIAGONALBRACE PITCH LATERAL BRACE SPACING (DBS) 12 SPAN DIFFERENCE SPACING(LBS) [#trusses] 5_i_ ��BJ SP/DF I SPF HF >- Up to 28' 2.5 7' 17 12 Over 28'-42' 3.0 6' 9 6 \ W Over 42'-60' 3.0 5' 5 3 Over 60' See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine HF-Hem-Fir SPF-Spruce-Pine-Fir Continuous Top Chord Lateral Brace —� All lateral braces - Required lapped at [east 2 �—10"or Greater trusses. ` )- Attachment Required Top chords that are laterally braced can buckle I logetherand cause collapse it there isno diago- nal bracing.Diagonal bracing should be nailed or to the underside of the top chord when purlins are attached to the topside of the lop chord. SCISSORS TRUSS l Frame 3 12 — 4 or gre BOTTOM CHORD BOTTOM CHORD DIAGONAL BRACE MINIMUM LATERAL BRACE ;PACING(DOS) SPAN PITCH SPACING(LBS) I#trusses] SP/DF I SPF HF / Up to 32' 4/12 1 15' 20 15 Over 32'-48' 4/12 15' 10 7 Over 48'-60' 4/12 15` 6 4 Over 60' See a registered professional engineer DF_Douglas FirAh h qP-qni ftPrn Pine HF-Hem-Fir SPF:Spruce-Pine-Fir All lateral braces lapped at least 2 trusses. a� �6 Bottom chord diagonal bracing repeated at each end of the buildinq and at same spacing as top chord diagonal bracing. __ _ __ BOTTOM CHORD PLANE AWARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Cross bracing repeated r0 at each end of the building and at 20` 0, _ intervals. 10 !O a / Permanent �r0 s continuous tea, lateral bracing as specified by the 45, truss engineering. 1 I WEB MEMBER PLANE Frame 4 I' CITY OF ARLINGTON _A N. OLYMPIC—ARLINGTON, N 982'23 (360) 403-3421 —(360) 435-6055 fax REQUEST FOR /ACCESS TO PUBLIC RECORDS Date Z (-)Z,( V Department �"�-S Division Ll-, 1 C►'r-,4 Person Receiving Request t—'; V, Name /` a-V, ci C / C c- Cc Address City _ State Zip Phone If emergency request, indicate date desired: RECORDS REOUSTED: Title of Record 3 Z 7 .� Date of Record Please describe below the records you are requesting and any additional information that may assist us in locating them for you as quickly as possible. r (A-1 [GL 1' 1,'1 G �2 V tnv%- L �T!� 4 c_ ` .A I certify that any lists of individuals obtained through this request for public records will not be used for commer ' 1 purposes. 4--Signature Number of Copies Number of Pages Per Page Charge TOTALCHARGE Illl IIII - - - - Ui iUi 2' x 6' SINGLE DOUBLE Z I 2' x 6' (BOLTED) TYPICAL CONFIGURATIONS 4' x4' POST SEE NOTE 7 I Z , •� z l a 6' DIAM. SCH. 20 STEEL CASING WOOD SHIMS AS REQUIRED TO PLUMB POST CLASS 3000 CONCRETE TYPICAL SECTION NOTES 1. FOR 1 OR 2 MAILBOXES PER STRUCTURE USE SINGLE e x 4' POST. FOR 3 OR MORE MAILBOXES SEE STD DWG M-2. 2. ALL WOOD TO BE PRESSURE TREATED FIR OR HEMLOCK. 3. MAILBOX HEIGHT VARIES ACCORDING TO THE TYPE OF DELIVERY VEHICLE. WHERE MAIL DELIVERY IS ACCOMPLISHED BY MAIL TRUCKS ( 'MOUNTED' ROUTES ) THE MAILBOX HEIGHT SHALL BE 36' TO 38'. 4. MAILBOXES MUST BE POSTMASTER APPROVED WITH A UNIFORM BOX STYLE AND METHOD OF ADDRESS IDENTIFICATION. 5. LOCATIONS OF MAILBOXES ARE SUBJECT TO APPROVAL BY THE CITY ENGINEER FOR PROTECTION OF VIEWS AND ACCESS 6. THIS DRAWING DEPICTS A MINIMUM STRUCTURAL AND DIMENSION STANDARD. INNOVATIVE DESIGNS MEETING OR EXCEEDING THIS MINIMUM STANDARD MUST BE APPROVED BY THE CITY ENGINEER. 7. ALL MAILBOX STRUCTURES SHALL BE PLACED BACK OF SIDEWALK WITH NO PORTION OF THE BOX OR STRUCTURE PROTRUDING INTO THE SIDEWALK. IF NO SIDEWALX EXISTS SETBACK WILL BE SET BY THE CITY ENGINEER. REVISED STANDARD PLAN MAILBOX STRUCTURE w '\ NUMBER FOR ONE OR TWO BOXES M1 , c �� SIDEWALK . . . . . . . . . . . . . . . 2- MAILIOX CLUSTER rr fit mill, . . . . . . . . . . . . ...... . . . . . . . . . . . . . . . . . . . . . STREET o Innnnnnnnn - COVER GABLE VMS WITH Vf* 4 BOXES MIN. - 10 MAX. EXT. PLYWOOD TRIANGLE - IrXU'Xf4* VARIATIONS SUBJEOT TO APPROVAL ^ O RESAWN SHAKER ul IX4 re c ift' EXT. PLYWOOD > FACE OF CURB 4' 4* MAX. OVERHANO 2X4 EACH SIDE 6"X6"X8' SEE DETAIL 6"X6" WOOD POST is, Varies Kf C�GonLcroto OOLTED Af- CURB SECTION DETAIL f-: NOTES: 1 MAILBOX MUST BE TYPE'APPROVED BY THE POSTMASTER GENERAL"WITH A UNIFORM BOX STYLE AND METHOD OF ADDRESS IDENTIFICATION PER EACH STANDARD. 2. LOGA I IUN IS SUBJECT TO APPROVAL 13YTHE CITY FOR PROTECTION OF VIEWS AND ACCESS AND IS TO BE SHOWN ON STREET IMPROVEMENT PLANS. 3. THE SKETCH DEPICTS A MINIMUM STRUCTURAL AND DIMENSIONAL STANDARD. INNOVATIVE DESIGNS MEETING THE MINIMUM DIMENSIONAL AND STRUCTURAL REQUIREMENTS ARE ACCEPTABLE. 4. ALL WOOD TO BE PRESSURE TREATED FIR OR HEMLOCK. 5. PLANTER AREA TO BE FILLED WITH CONCRETE. REVISED MENNEN STANDARD PLAN • NUMBER MULTIPLE MAILBOX STRUCTURE M 2 O 12• MIN. EXISTING PAVEMENT PLAN I 7 7/e' 3/16- WIDE BEAD, 1/0' HIGH l Orv) �•—4—�{ • 6 6/e' CEMENT CONCRETE 1 1/4• MIN. DRABS DISC i e 1/2' 12' MIN. NO. 4 REBAR 6• CONCRETE MONUMENT 7• e i m • SECTION NOTES: IL THE OFF-STREET MONUMENT SHALL BE THE SAME EXCEPT USING A NO. 6 RESAR AND WITHOUT A CASE AND COVER. THE OFF-STREET MONUMENT SHALL BE S' ABOVE GRADE. 2. MONUMENT CASE AND COVER SHALL BE CAST IRON. S. BRASS DISC SHALL BEAR LAND SURVEYORS REGISTRATION NUMBER. REVISED STANDARD PLAN • ��• i� NUMBER / � 1 MONUMENT CASE AND COVER M 3 .al Grade — � nal Grade i//cV "7/�J //�•�` Telephone Ekiet. or Gm O O 0 Elect O O: ELECTRIC ALONE ELECTRIC 8k GAS or ELECTRIC 8 TELEPHONE Final Grade �— Final Grade 1 Telephone Telephone 9~ \ Gas Gas O 12° 9" Elect Wtr. O O O 12° Elect. 0 O ELECTRIC, GAS a TELEPHONE ELECTRIC , GAS, WATER 8 TELEPHONE NOTES: Not r In CainondCity.)Lander County I.) Combined trenches shall be used only when permitted by the participating Utility Companies. 2.) If Telephone is in conduit,and in a common trench with Gas, their relative position shall be reversed— Gas above Telephone. 3.) Backfill limits (all compacted to 90%); Elec:—Class°Bufrom4°below toll"above. REVISED ii- w" STANDARD PLAN ` NUMBER UTILITY TRENCH F M 4 MAR-26-199 FRI 08:38 ID:STONEWAY EVERETT TEL NO:206-743-0344 #338 P01 a a _ STONEWAY ELECTRIC SUPPLY Loren Brodland Improving the way we do business! (425)743-5959 720.132nd St.S.W. Fax*(425)743-0344 J� 15vareri,WA 98204 1-800-223-6516 number of pages [including cover _ message: ~Chi �,�-- C-) Gi 2S LA 2 ��S 0 to NJ 0 m 0 0 000 r, L, loom r . • r' 1 oil •MM ^ MM TEE ` ■ r • ti ' •• a f MAR-25-1999 15:05 FROM STONEWAY ELECTRIC SUPPLY TO 13604353547 P.01 STONEWAY ELECTRIC SUPPLY Loren Brodland Improving the way we do busness! (425)743-5959 720-132nd St.S.W. Fax#(426)743-0344 Everett,WA 9820d 1�00-223-6516 � ��-• ��5 number of pages [including cover] .......__._....__......__....__.....___ message: -T -c A-. (S e- 5 W TOTAL P.01 ■ ■ ■ MEN ■ ■ ■ ME iEEMEN MEN 1 ■ ■ MEN ' fir. ME � 1 ■�� ■ ■ ■ ■ r MEN ME I M MANE 'Nom INMEMME ■ - ME M • ■ r ■ MEN I I I I I SO M .fl 0 Cn CD 00 CD I "mot u u J 3 M �{7 Al mull Eli \ �D FI }iiil �I 0 J U7 0 co 0 � o � � I . 1 I ILL) 41 JO I nu U i -j i ;11 r�� w. M M NU. ellt)t)-"`` 2Z F. U l/U4 P+ �ETERB®N JTRZHLE J''JARTINSCN, INC, )AMIS C.PSTZKOOM CONStJLTINd E�nptKflERa STzVgV C. ST7;:L■ ROW&LO .1RAXT M«O A7TI-q I J � TELEFAX TRANSMITTAL Date: 1/14/99 - post-1t•Fax Note 7671 aa�c p�pux► To: Cornerstone Architects T l� From Attn: Steve Barnes C°'�'W ,4 "- ' Y�° - / I sy, PMuw q lea �j7 Z y SAo _— Fax y Fax,' Re: Huleatt Dental Office Steve— Assuming the 2-span roof muses specified on the Mans ore actually single-span tmsses spanning the full 41 feet,the new beam along grid 4 Own grids B&C is to be a 5.118M Y GLB (24F-V4)x 21-"(+r)with 2-24 bearing studs at grid B, and 2.20 bearing studs at grid C. Camber=3140 , No. of pages including transmittal: 1 (If you did not receive all pages as specified,please call.) Original to be mailed: Yes X No ?- •rI - 99 Signed: EIle"Pastaate iTElkt i rZm w A 820 JonN STitEET P3M@8EAN87-COM PHONE 206-622-4580 SEATTLE WASIJINOTON 98109-5129 FAx 206-622-0422 TO 'd 9LS9t6L(09£) 0001S WI.L dlatb= ZO 66-11-q0d 1 . . } F�1 hf:tf-] i-Uy iHU Ul ;�l Fn K,5M INU hAX NO, 2UW?1 4c2 N, VU4 Paterson Stmhle Martinson,Inc. Tft: Jobs 820 John Street V"T Do": i-APM, 14 JAM to Seattle,We,$8109 Description: scope: —General Timber Beare _ ��-Paw 1 General Information ---- - -- - — -- Desorlptlon Hulead Mental Office New boom along grid 4 btwn grids B a C. Section Name 5,125x12.0 Center Span 21.00 it . . . . .Lu 0.00 ft Ream Width 5.125 in left Cantilever ft Lu 000 R Beem Depth 12.000 In Right Cantilever ft Lu 0.W ft Member Type GtuLefn 24F-V4 LL 3 ST Act Together Fb Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 190.0 psi Seem End Fixity Pin-Pin Fe Allow 650.0 psi Wood Density 34.000 pcf E 1,800.0 kai Trspe:01101811 Loads �- ---- — -—— #1 OL Q Lest 240.00 WR LL a Left 400.00 WR Start Loc 0.000 ft DL Q Right 240.00 SM LL Q Right 400.00 0fil End Loc 11.000 It Summary - Beast Design OK SPA-21 AW Beam Width-5.1 Nn x 000 m 12.in,End.are PInPin Max Strum Ratio 0.773 : 1 Maximum Moment 21.9 k-ft Maximum Shear* 1,5 7.1 k Allowable 28.3 k-R Allowable 13.4 k Max.Positive Mann 21.86 k-ft a SA48 ft Shear: Q Left 5.35 k Max.Negative Moment M00k-ft a 0.000 ft Q Right 2.00 k Max®Left Support 0.00k-ft Camber. ®Left 0.000 in Max a Right Support 0.00k-ft Q Center 0.714 in Max. M allow 29.29 Reactions- Q Right 0.000 in fb 2.132.11 pal tb 115.70 psi Left DL 2.10c Max & --Fb 2,780,00 psi Fv 218.50 psi Right DL 0.54 k Max (2:k BeftcUons Center Span... Aetd Lwd Tgtal Load Left CantlNWr... 2"IdWe-eq Total Deflection -0.470 in -1.190 in Deflection 0.000 in 0,000 in -Location 9.0228 ft 0.744 ft ..Langth/aaft 0.0 0.0 Length/04 529-6 211.84 Right Cantilever... Deflection 0.000 in 0.00o in „1angth0efl 0.0 0.0 to>>o6o-s7 t:Nt:ac7►��---� - �---- �----�--�- rcw-oeoian:45.0`.2,1,hp=1ee7 ZO ' d 9l59V6z(09£) 990-LS WI-L dVV:10 66- 11-pled _ - - ■ r�- . I I FEB-11-99 THU 01 ;3: I M FSp-INC hAX NU. r, Uq/Uq Pabraon sttahb Martlnum,IM J013: 1141"t DOW Of%* ConsuOv Engkrears DATE: 1/13199 Br EME 620 John Sboat,Seaft,Afuh.96100 SULIECT- Otfk a(W)622.45801 FAX(206)CM-4022 TIMBER COMBINED BENDIN2 8r AXIAL COLUMN (STUDI DESIGN Per 1"71l9C i 11isf1 NDS (AMW e:s that the columns ere adequately supported about the weak sods,i.e, in a wall.) Load OyrAtion Fag-t=JL12F) For InteffOr&lads,wind=5 psf wf 1.15 I.DF for rod k 1.00 for&mr. For exterior studs,wind a O psf wr 1.60 LOF fw roof 3 floor. For Wel load only,wind=0 psf vW 1.15 LOW for roof a 1.00 for floor. Timber Plate Species: a-HF Bucidtnp LwVth COW,Ks: 1.0 Eusm bucUnq Cosf!fbr Cola,K4W 0.30 Eu%r buckling Caelf.for am*,Kbe: 0,438 SIZE SPECIES 11 Spacn'9 w LOF Le Fb Fe Fe E P (L") q 1 (1 (ALL) (1) FT PSF IN Pt.F 171' PSI PSI PSI PSI In 2x4 42-4F 10.00 0.00 i 0 0.0 f 1.00 10.00 1480 15061405 1.3 B 20 02-NF 10.00 5.00 ! 18 8.7 1.00 10.00 1408 150fi1 405 1 1.3 2x4 0244F 10.00 ; &00 12 � 5.0 € 1,00 10.00 14M 15091 405 I 1.3 2xef #2-HF 10.00 0.00 0 0.0 ! 1.00 10,00 i 1271 1436 405 j 1.3 B 1xe la-HF s 10.00 22.58 16 30.1 1.e0 10.00 J 1271 14381 405 tt! 1.3 B 2x6 02-HF j 10.00 i 22.58 {11 12 2Z6 1.60 10.00 1271 1 1436 { 405 i 1.3 B 2xe h-DF 10.00 0.00 I 0 f 0.0 j 1.00 10.00 i 1495 ' tees 1 406 1 1.7 f3 2xe 81-0F 1tf,00 22.se 1 16 30.1 1.f30 10.00 I 1465 1688 405 1.7 B 2srfl $4 DF 10.A0 22.58 12 1 22.0 1.80 10.00 f 405 1688 405 1.7 8 (1) "B"indieafea that bearng 4owms over the interaction equation. If bearing controls and a stud Is not bearing on a woad plate ties alkawsbie vertkas)load may be adjusted by using the snawable compression parsgel to graln and erelr roof LDF that are appropriate to use. (2) 5.0 pst In this aoiumn indicates a minimurn partition bad par 1J9C sedlon 1810.2. CO 'd 9L59v6L(09C) 990-LS WI1 dtsts= 10 66-T I-quJ k � r R � 1 �� r �� 1 ■ J 1■ ■ � � ■ ■ � 7 �� I 1 � ■ ■ S 1 hry-ll-yy 1HU U1 ;'�2 PM V�V--ANC FPX NU. 2U6E+W"`IA2� K UYU4 Peterson Strehle Martinson,Inc. TM: Job 820 John Street flak. 1:23PM, 14 JAN 00 Seattle, Ws, 88409 General Timber Beam p z Stress Calcs Bending Analysis Ck 20.711 Rb 0.000 Sxx 123.000 10 Arse 81.S00 In2 Cv 1.000 MuMoment IOc Rlt" 6QieI fb a Canter 21.85 k-tt 05.02 in3 2,760.00 psi Leta Support 0.00 k-tt 0,00 1n3 2,760.00 psi ®Right Support 0.00 k-ft 0.00 1n3 2,760.00 psi Shear Analysis (M Left Support 42 Right Support Design Shear 7.12 k 2.97 k Area Required 32.567 in2 13.612 in2 Actual Stress: N 218.50 psi 218.50 psi sewing It Supports Max.Left Reaction 5.35 It Bearing Length Req'd 1.600 In Max.Right Rsactlon 2.00 It Bearing Length Req'd 0.509 in dusry Yslues Mi,V,i 0 41 Specified Locations Moment show DeMdlon 0 Canter Span Location= 0.00 it 0.00 k-it 5.35 It 0.00W in Q Right Cant. Location= 0.00 >t 0.00 k-R 0.00 k OA000 in Q Left Cant. Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in (c)1$ 7 .R ALL-— — - ------ — --___ — KW-WI6 1, VO' d 9LS9v6L(O9'E) 990-LS WI-L dSV: iO 66- 11-qad ""'Y, M � I I I I 1 .Pr � ETERSON .JTREHLE PJARTINSON, INC. 7wrass C.PataasolN CONSULTING ENGINEERS Rxwr.o ONALD C. Sraaraa -MAaTrNaOx TELEF !TRANSMITTAL Data: 1/14W �0 Post-Its Fax Mote 7671 Date To: CornwWone Architects f o T • Co Attn: Steve Barnes co Oepl le- J Phone N Lam a&Z Z 'yS-Ac> Fax N Fax 0 YO A: Hulealt Dental Office Steve- Assuming the 2-span roof tnmes specified on the plans are actualty single-van trusses spanning the full 41 feet,the now bears along gild 4 btwn grids B B C is to be a 5-118xir GLB (24F-V4)x 21'-long(+)with 2-2xe Dearing stubs at grid B,and 2 2PO bearing studs at Arid C. Camber-314% No.of pages including transmittal: 1 Of you did not receive all pages as specified,please call.) Original to be mailed: Yes X No Signed: Ellen Easlaete 920 7oHN 3TRBET PSM@SEANBT.COM PHONE 206-622-4590 5EATTLB WASHINOTON 99109-5129 FAx 206-622-0422 �Y 1 L � 1 _ ' r `_ 1 7 1 . . ■ 1 1 I 1 I I DEC-16-1998_ 11:56 CORNERSTONE ARCH'L PROUP „v `vv 206 621 7717 P.02%02 v�f-VTf-� I , HL/VC- Y �BTB8.80N �)TRBALB 1101ARTINSON, INC. James C.Petarsen CONSULTING ENGINEER'S steVes C. stumble �esals 8. �lerLleeea MEMO To: Comeratone ArthRegs Date: 12114/08 Ann: Stowe Barnes Re: Hulsa t Dania Okla Steve: Per our telephone conversation on Friday, December 11"',2x12(1112•Hem-Fir)a 24•ocloft may ba ugsd In Ileu of the TJI mOfJOWS for the above-mentioned project. PsWM fe'ei NO to call with any further questions or comments. sincerely, Peterson Strehis Manineon, Inc, Faun Eastgate, Design Engineer 820 IeHK ezAsaT PSMOBRAN8T.COM PROMS, 206-622-4580 SNATTLs WABUMOTON 9 Jco $I09-SI29 O._. � TOTAL-P.02 �� -- :. ■� 2 • 1 I I u '� C O R N E R S 1 ' 0 N E ARCHITICTURAL GROUP, P. S. 1904 TN110 AVENUE, SUITE 500 SE1111.E. WASVINGIGN 90101 January 4, 1999Tim Stobb Kirtley Cole Associates PO Box 1179 Snohomish,WA 98290 Re: Floor Slab Concrete Strength Project: Huleatt Dentist Office Dear Tim: The floor slabs for this project may be 2500 psi rather.than the 3000 psi shown on drawings. if you have any other questions please give me a call. Sincerely, Steve Sames Project Manager SB/nb 11110 fi www.'cornerlfooeorch.com WSIAI.LE 206.621.7717 TELE'NCME 206.682,5000 TOTAL P.01 •� �� • �• ' lY y •a �. �,�•��I •. ti..�i P•.��, - ..ten �a .. � �•. r.'; _ . � •I• _ CITY OF ARLINGTON Building Department January 20, 1999 Jeff and Cindy Huleatt 17102 Jim Creek Road Arlington, Washington 98223 RE: Address at new dental office Dear Jeff and Cindy: In answer to your question regarding the correct address for the new dental office the address is as follows: 20210 77th AVE NE We apologize for any inconvenience, the correct address is listed on the main permit#98-3242. Thank you for bringing this to our attention. If you have any questions, feel free to call me here at City Hall. Sincerely, i� Reta Shepard Building Department ch012099 238 N. Olympic Ave. Arlington, WA 98223 (360) 435-0724 FAX (360) 435-3906 JAY 32 ADDRESS & LOT DESCRIPTION LOT# SQ FOOTAGE ACRES ADDRESS A. 409, 524 9 .4 20313 77TH AVE B . 36, 890 0 . 85 20318 77TH AVE C. 35, 009 0 . 80 20308 77TH AVE EXISTING DR OFFICE 20302 77TH AVE D• 36, 4850 0 . 84 20216 77TH AVE E. 33 , 107 0 . 76 20210 77TH AVE � 32 a • •pp..w.wr .y .+.t.•�+<.,�. ..'•'i5<C'�r0,:b,.,++,..y�.c..l.lyc:J�iJt:>;:`C�'F n. < `` +�M�N c' �w�YyFi. .•�c �. ;a"'..�v. N�r I O'Neill y. ��.�x?:<4ti+'l.K:^,;.Y.M?JOY .-..... Y.•:+.:17F.....v..... .... V I I I No- 1w "��C 117119J 51 rllt7ti14 HL I-um s 1J,M.w � orb r Fl}-9ft-i�L� r!E# !Mf $2,500.00 20710 r 7 H AVE HLLEATT JEFT MD •NEM $167 000.00 S 98-3343 MI 775T AR-97, JE r MD PUN $14,M. S 98-3242 2LO10 77TH ST H1EATT, J'EFF MD IND/CDMM $207,948.00 $1, 98-3011 2%710 -IM AVE ffl-EATT, JEFF MD GRADING ml W.00 - O ` ----- DATE ] I TIME AM p `♦_ jL PM H FRQM AREA CODE O OF —'- NO. � 3 N E_XT_Lf� J E -� d�d,�� ADDRE - - � � 3 _ LOT# SQ FOOTAGE A nl9 M -ill A. 409, 524 0 SIGNED B . 36, 890 PHONED❑ BACK ❑ CALL RNED❑ SEE YOU AGAIN ALL ❑ r� ❑ ❑ WAS IN F- URGENT C. 35, 009 EXISTING DR OFFICE 20302 77TH AVE 36, 4850 0 . 84 20216 77TH AVE l ' 33 , 107 0 . 76 20210 77TH AVE c� 1 e, /NAYES TESTING ENGINEERS, INC. '� RECEIVED n I�� Kirkley-Cole Associates, Inc. ([ v DEC 7 - 1998 PO Box 1179 D Snohomish, WA 98291 CITY OF ARLINGTON PROJECT: Huleatt's Dental Office Job:# E8251 Permit: # Owner: Dr. Jeff Heleatt, DDS Architect: KC Engineer: Contractor: KC INSPECTION REPORTS 11-30-98 Reported to site to meet with Mark of Kirkley Cole and he told me what his plans are excavating and backfilling of site. The parking lot did not have a pre load as per soils report. Contractor is removing 1-2' of top soil and debris from parking area and is planning to use the pre-load material as backfill as needed. The pre-load material is a brown silty sand and gravel of which will be moisture sensitive. As requested sampled pre-load material for proctor testing. Contractor has contacted soils engineer at DODDS Geo Sciences Inc., to come out to site and inspect site conditions. Preliminary Inspection. 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Results will be automatically calculated. Water added(%) 21!"" 4% 6% 8% Weight of wet soil&mold-(g) 10948.3 11211.8 11361.4 11386.1 Weight of wet soil(g) 4489.6 4753.1 4902.7 4927.4 Wet Densi lb/ft 131.9 130.6 14-1.0 144.7 Weight of wet soil(g) 1931.5 2435.7 2217.7 2026.1 Weight of dry soil(g) 1838.9 2278.7 2037.1 1837.1 Weight of water 92.6 157 180.6 189 Water Content(%) 5.0 6.9 8.9 10.3 Dry Density lb/ft3 125.6 130.6 132.3 131.2 Over Sized Correction Water Content(%) 4.6 6.3 8.1 9.3 Dry Density (lb/0) 128.8 133.6 135.1 134.1 Zero Voids Sat. Water Content %) 11.4 9.7 9.2 9.5 140.0 138.0 M 136.0 a 134.0 a N 132.0 c a� G 130.0 a 128.0 126.0 124.0 0.0 2.0 40 6.0 8.0 10.0 12.0 14.0 Water Content,%of dry Weight MAYES TESTING ENG4NEERS � .� S �. - - -- - - MAYES TESTING ENGINEERS, INC. ItUECEIVED Kirkley-Cole Associates, Inc. DEC 14 1998 Huleatt's Dental Office �' CITY OF ARLINGTON Page 2 PERMIT: # INSPECTION REPORTS PROJECT: #E8251 12-04-98 Reported to site as scheduled to find contractor had removed 2-3' of the pre load material and placed it over the parking lot area. This area is so over saturated with water that the entire area is pumping and is very soft. Observed contractor excavate building footings using a backhoe and a flat bar on bucket. Contractor did not over excavate these footings as per soils report. Performed density tests approximately every 5-10' and recorded results. 84% to 93% was found as compared to proctor sample picked up earlier this week. 135.0 cubic feet at 8% water. The percent moisture recorded in the field was between 10.9% and 16%. There was some pumping and free water noted at SW corner of building. Entire building pad was spongy and soft. Most likely due to excess moisture. Tried to contact soils engineer left message. It is not advisable for contractor to not follow recommendations contained in soils report without prior approval of soils engineer and City of Arlington building department. NONCONFORMING CONDITIONS/CORRECTIVE ACTION TAKEN: Please see above. INSPECTOR: Mike Mattox REVIEWED BY: 917 - 134th St. S.W., Suite A-1 • Everett, WA 98204 • (425) 742-9360 • FAX (425) 745-1737 • F� � � .�� .� . . w �. • ��. �� $ 3 ems OD 3 0 .h � m o . 00 3 aF p ° OR, w o o v N � �'• %� Cl7 m J z o r► o e C C w f N �. G UO 0 •"" ,� n z rt m ' CT Cn 1414 ti. co� co A A N' A A T N y♦ W W -O V V V W Z � � O N C., O� v VO VO C) w ❑ ❑ ❑ ❑ O 3 tS y C O 0.0 `� N = o a o o 3 .� rA eD A ID " G t n c -n LA) CL o ° 110. A b ee "� eb EI ^ � I —0 w ?' .p .�J M. �• n n GeD ` N 1 °• rb (� o• a r � 1 o w Z d m fD y R CD G .� .. s �,. -e �. � �P �: � .� �. � . �' w'��. �� . M �' a � � � y y � 11 �/V •- � � m •O 0 0 J � o 0 si, o O 00 Ul � O m 00 VJ ry .y .•. J � m O N N O O 07 ^ v A 3 O 00 10 in � 7J ¢ m Z N T � m co A A (n A A Cl� N W W � W 'C Z O N P � O v 0 0 �Q � d _ >coo ❑ ❑ ❑ ❑ U g d cn r ^f �• n '. O 1 'd "O � a ? ? t7 C7 Vl L d " r .1/ o y m o CrQ w o. �. i o m ° � CA c y \. PC O 0 y a �: �� h r ��f S:�' .�A� � �. M � �� .Ji { ,1 Post-it'Fax Note �� Date � paOf r. T° From AdML Ca./Dept GN o-9 p� OAfashingtors Sktito co. .�8.�- aeptrfanew,, of Transsporta Phono# Phone# �o�) `F �fo�14Il Fax# Faxp Date: November 13, 1993 From; E. M. Hansen/G. 1 Valey Phone: 440-4642/4537 subject: SR-9 MP 28.21 Huleatt Dental Building Drainage Comments 12 414d Q.v etv/ To: R. Pazoold MS 122 r We have reviewed the revised drainage plans for this project and have the following comments; ` �rty'io'� 1. Ensure nor occurs at the detention pond's,outlet. The drainage course beyond the outlet at the retaining wall appears to need rock protection. Quarry spalls are requested to prevent erosion/scour below the outlet and overflow weir, 2. The outlet structure looks very difficult to maintain since it is located inside the detention facility. Consider a standard restrictor unit inside a catch basin located outside the detention facility. If you have any further questions, please contact Guy Caley at ext. 4537, RECEIVED GTC:gtc N 0 V 1 9 1998 cc: Dayfile •-BNNING a LOCAL COORDINATtn Project file DDT 70040x• E Revised W7 T00 Q� smoi vsad0 HAN 900 Ott 90Z XVd ZT:60 86/9Z/TT �lrx PROJECT ENVIRONMENTAL MITIGATION AGREEMENT Huleatt Dental Office September 25, 1998 SEPA 273 This agreement is entered into by and between the City of Arlington, a municipal corporation, hereinafter referred to as the "Cites, and Jeff D. Huleatt hereinafter referred to as the "Developer" . WHEREAS, this agreement is executed pursuant to Chapter 43.21 RCW, the State Environmental Policy Act (SEPA), and Chapter VH of Arlington's Unified Development Code, to provide for mitigation of existing and known environmental impacts associated with the development hereinafter described. This agreement is a voluntary agreement entered into pursuant to the statutes of the State of Washington. This agreement does not preclude any evaluation and determination by the City upon later actions or proposals undertaken by the Developer which may require a determination of significance and environmental review under SEPA and WHEREAS, the Developer is proposing to construct a 2,765 SF dental office with associated parking, and WHEREAS, the Responsible Official has made findings that the proposed development will result in the following probable significant adverse impacts to the environment; 1. Need provisions for additional traffic impacts to the surrounding roadway system related to occupancy of the Project. 2. Need provisions for noise during construction operations. 3. Need provisions for water quality from waste discharge into City system. NOW, THEREFORE, the City and the Developer agree that the following mitigation measures shall be employed by the Developer to ensure that probable significant adverse environmental impacts created by the proposed project are minimized or eliminated: Water 1. Approval of the building permit is subject to submittal of an engineered Temporary Erosion and Sediment Control Plan (TESCP) for review and approval by the Building Department prior to any site grading or construction. 2. An engineered Storm Drainage Plan for lot design shall be submitted for review and approval by the Department of Planning and Community Development prior to any site grading or construction. This system will be designed and constructed in accordance with the Puget Sound Storm Water Management Technical Manual and City Standards. These requirements are quite complex and require detailed engineering by a specialist in stormwater engineering to avoid delays in the process. I The Developer is required to provide two signs disclosing the location of the Native Growth Protection Area (NGPA) line. These signs will be manufactured to standards miti.doc Page 1 of 3 i i approved by the Department of Planning and Community Development. All signs shall be in place along the NGPA prior to final occupancy. Transportation 1. The Developer shall pay Traffic Mitigation fee, prior to the issuance of a building permit, at a rate of$34.00 per average daily trip. The total project area will have an impact of 98 new average daily trips. Therefore, the impacts of the Dental Office is $3,332.00. This amount shall be paid prior to the issuance of a building permit. Utilities 1. A monitoring manhole is required for this building. The Developer shall contact the Department of Public Works for specifications. The manhole shall be installed per City standards. General 1. All construction drawings shall be submitted to the Department of Planning and Community Development. This includes all on and off-site public facilities constructed as part of this process. 2. Construction shall be limited to the hours between 7:00 a.m. and 7:00 p.m. 3. The 40 foot access easement between parcel D and parcel E is a joint access easement. This easement is to remain clear and free from obstructions to allow parcel D and parcel E the use of this easement at all times. Any obstruction of this easement to either parcel is prohibited. miti.doc Page 2 of 3 Developer/ wner State of Washington) ) ss County of Snohomish) On this day personally appeared before me nA tt. to me known to be the individual described inand who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal this Z�ofA ) ' 1998. E. OTC UBLIC in and foLibb S to Washington %ON AyFA esiding at 0 G—rd(0 Q°"NOTARY N90 My appointment expires ^ 13 —ZC60 �o<— PUBLIC z 8-13-2000 OF �N A- City of Arlington State of Washington) ) ss County of Snohomish) On this day personally appeared before me Cu v-\ C La,c a. to me known to be the individual described in and who executed the within and fo egoing instrument, and acknowledged that signed the same as free and voluntary act and deed for the uses and purposes therein mentioned. Given under my hand and official seal thIMy aexpires Qo ` Tz r the of Was iington —' miti.doc Page 3 of 3 KIRTLEY-GOLF ASSOCIA' i, INC. a[g44 ;f ap 4 E e Haouu&L P.O. Box 1179 1002 loth .;treet SNOHOMISH, WASHINGTON 98290 (360) 568-3175 DATE _ JOB FAX (360) 568.7919 AI IENTION TO RE: Q Ar I i nef-6111- ICJ 7 8 a a 3 WE ARE SENDING YOU Attached El Under separate cover via fie following items: Shop drawings ❑ Prints ❑ Plans -! S mples U Specificatio ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: XI For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS to COPY TO SIGNED: �-✓If enclosures are not as noted,kindly notify us at once. t •1` I 1 � 1 � 1�r. r ti 1: City of Arlington Building Department a \ r FAX Cover Sheet Date: O Number of pages to follow: Response needed As requested FYI ✓ FIRM• tti FAX #: FROM: �A � �Dl✓ r RE: Additional Comments: AA `to 4z=d o � Ali 238 N Olympic Ave Arlington WA 98223 Ph. (360) 435-0724 FAX (360) 435-3906 �� .., � - \ • � - � � � . � _. ,�` - - � - I ti_ 1 .�, •\ �� CITY OF ARLINGTON-, �C�44C�� ; oOC� i�G3LaG�J��7044La� DFEP+,P?TIMENT OF COMMUNITY DEVE, *N T 23€ N. 71y1r1p1c, Arlington, WA 98223 DATE Joe NO. ❑ Bui!ding 1 Engineering � Planning j � " :I Flhorjie (206) 435-0724 FAX (206) 435-3906 ATTENTION TO _ I RE: r WE ARE SENDING YOU 'Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints Plans ❑ Samples Specifications ❑ Copy of letter ❑ Change order ❑ DATE NO. DESCRIPTION I THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution As requested ❑ Returned for corrections ❑ Return corrected prints ,Q4 For review and comment ❑ ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO RECYCLED PAPER: 4�9 Contents:40%Pre-Consumer•10%Post-Consumer SIGNED: It xj If enclosures are not as noted,kindly notify ''at o Ice. I i � ni ,i ir.; ii -. �T� - �� i �, i_. i � :�i ., .�. _ � �� ,. „ . �, _ � ti , � C 0 R N I R S T O N S ARCflITICTURAL GROUP , P. S. LETTER OF TRANSMITTAL To: City of Arlington DATE: November 9, 1998 238 North Olympic Avenue PROJECT No: 809801.00 Arlington,WA 98223 PROJECT NAME: Huleate Dental REFERENCE: ATTENTION: David W. Anderson We are sending you the following via: ® Courier ❑ US Mail ❑ Hand Delivered ❑ Express ❑ ❑ Shop drawings ® Prints ❑ Originals ❑ Samples ❑ Specifications ❑ Copy of Correspondence ❑ Change Order ❑ Computer Media ❑ Report ❑ Other COPIES DATE No. DESCRIPTION 3 10/26/98 Sheets S1 and S2 THESE ARE TRANSMITTED as marked below: ❑ For approval ❑ For your use ®As requested ❑ For review and comment REMARKS: COPED TO: File Signed. REVISED Steven Barnes 1904 1HIRD AVENUE, SUITE 500 SEATTLE, WASHINGTON 98101 iEtEPHONE: (206) 682-5000 FAX: (206) 621-1117 Infernef: www.CornersfoneArch.com .r C 0 R N E R S 10 N � ` = A R C fl I I I C T U R A L GROUP , P. S. RECEIVED LETTER OF TRANSMITTAL NOV91999 To: Gar Y O ,eL/tJ,/,-Z^0 DATE: CITY OF ARL INGTON PROJECT NO: I PROJECT NAME: �J REFERENCE: ATTENTION: b Z& /7t��S�N We are sending you the following via: ❑ Courier ❑ US Mail ❑ Hand Delivered ❑ Express ❑ ❑ Shop drawings ❑ Prints ❑ Originals ❑ Samples ❑ Specifications ❑ Copy of Correspondence ❑ Change Order ❑ Computer Media ❑ Report ❑ Other COPIES DATE N0. DESCRIPTION THESE ARE TRANSMITTED as marked below: ❑ For approval ❑ For your use ❑As requested ❑ For review and comment REMARKS: fffle!�- 15 7"�Cf, 57"ffFf= S -5o flT rD I-fle F&"PR 6i S RL ,,; i sa& ED COPIED TO: Signed: < / 1904 1HIRD AvENUE, SUITE 500 SIMILE, WASHINGTON 98101 TELEPHONE: (206) 6 8 2-5 0 0 0 FACSIMILE: (206) 621-7717 Interne: www.CornerstoneArch.com r, r 1. rETERSON �)TREHLE J 'JARTINSON, INC. JAY195 C.PRTRRBON STEVBN C. STRIRL[ CONSULTING ENGINEERS RONALD E. MANTINION Cornerstone Architectural Group, PS 10/28/98 1904 3m AvenueREIIISLO Securities Building, Suite 220 Seattle, Washington 98101 Attn: Steve Barnes RECEIVED Re: Huleatt Dental Office Project NOV 91999 (our project#98150) CITY OF ARLINGTON Plan review#8048 Dear Steve: The following is an Item-by-item response to the structural-related review comments made by David Anderson from ICBO for the City of Arlington, dated October 15, 1998 on the above-mentioned project: STRUCTURAL Design Criteria ✓1© The mechanical design on this project is a bidder-design process. We will vedry the loading onto the mechanical platform when we receive the mechanical plans. ✓ 2. The UBC nailing schedule reference has been corrected to reflect the 1997 UBC code. ✓ 3. Adding ICBO evaluation report numbers on the plans will not benefit the contractor, therefore we will not add them to the plans. We have, however, added a note under the 'Timber' section of the General Notes on sheet S1 stating that all Simpson hardware is to be fully fastened using connectors as specified in the Simpson Products Manual. 4. Any%'diameter expansion anchor with a 5' minimum embedment will have a capacity governed by the capacity of the wood sill plate. We use the information in the ICBO report (such as minimum embedment , edge distance, etc.) to determine the capacity of the anchor and adjust details on the plans accordingly. Therefore, the information from th CB rt i§, in effect, on the plans. wtiA-r M•4&10w ✓5. The species & grade of the 6x6 post (located at the entry as well as the Simpson post cap connector has been identified on the framing plan. The species and grade for plates has added to the notes in the Timber section of the General Notes on sheet S1. Vertical Design ✓1. The TJI joists calculation has been revised using a 15 psf dead load in lieu of 10 psf. See the attached calculation. V/2. The framing plan already shows that the overframing rafters bear at the girder truss location. 820 JOHN STREET PSM@SEANET.COM PHONE 206-622-4580 SEATTLE WASHINGTON 98109-5129 FAX 206-622-0422 .Pr r 1�1 ETERSON -J TREHLE J -'J ARTINSON, INC, rAM93 C.PETERSON STEVEN C. .ITREBLE CONSULTING ENGINEERS RONALD E. MARTINSON Page 2 3. Calculations for the mechanical platform joists have been revised to include the weight of the non- bearing walls at each end of the joists. The joists have been upgraded to#1 Douglas Fir and is specified on the framing plans. See the attached calculation. 4. Not necessary as the capacity of a 2x4 wall is adequate for any interior bearing wall on this project. �5. Section D/S2 has been revised to reflect where the 6x8 beam sits in relation to the wall top plate, and this section (D/S2—'SIM7 has been referenced at the beam on the framing plans. Also, a Simpson 'ECC66' cap has been specified on the plans for the connection to the post. Lateral A. (See response to#1 under'Design Criteria") V2. See the attached calculation for the 2x6 outlookers with the proper wind uplift load on them. Section C/S2 has been revised to reflect the outcome of this calculation. Also, a 2x6 exterior wall stud calculation was performed for studs located at the comers. Since compression perpendicular-to-grain on the#2-HF sill plate governs, the increase in wind load has no impact. ✓ 3. (See response to#4 below) 4. Toenailing has been eliminated in the shear wall schedule due the possibility of seismic forces in excess of 115 psf. V15. (See responses to#6 & 7 below) V 6. A new section has been created to show the lateral load path for the shear walls along grids 3 &4 (A/S1). v/7. In section C/S2 the sheathing on the truss is used to transfer the load into the bottom chord of the truss, then the'A35' angle transfers the load into the wall top plate. The section has been revised to accommodate this load path. ✓8. The load path for section G/S2 is roof plywood into 2x8 blocking into vertical plywood into 2x6 blocking into wall top plates. The load path for section E/S2 is roof plywood into truss into blocking into wall top plates. The lateral load to the truss is noted on the plan. ✓9. See the attached calculations for the design of the typical shear wall sill plate anchor bolts and, also, for the hokiown anchor bolts (no special inspection is required). 10 (See response to#4 under the'Design Criteria'section). Foundation V11. See the attached foundation calculations. OSince the capacity of the anchor bolt is governed by the wood sill plate, there is no difference in capacity between a bolt embedded 5,,'appnd a bolt embedded 7'. H2O JOHN STREET PSM@SEANET.COM PHONE 206-622-4580 SEATTLE WASHINGTON 98109-5129 FAX 206-622-0422 r �. r 1�1 .PETERSON -J J `TREHLE J ARTINSON, INC. 7AMK$ C.Ptr81t5ON ST.v.N C. STeteLB CONSULTING ENGINEERS RONALD E. MAITINBON Page 3 3. A note requiring a 2'x 7 x 3/16' plate washer at the sill bolts has been added to the Timber•section of the General Notes. V/4. The 6'concrete wall note in the General Notes has been deleted. Please feel free to call with any additional questions or comments. Sincerely, Peterson Strehle Martinson, Inc. Ellen Eastgate Design Engineer 920 JOHN STREET PSM®SEANET.COM PHONE 206-622-4590 SEATTLE WASHINGTON 99109-5129 FAX 206-622-0422 I Roof joists - e �o `� ` 1 � Tom- .ss DaWN.alow7eeooeo�2 1 A76" TJI®/ProTM-150 JOIST @ 24., O/C Vfe70r/hL P"w/of t er/cart ere THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED /j Member Slops:8/12 Roof Slops:W12 o; o 11'AN dimensions are Iwrizorstal. Product Diagram Is Conceptual. LOADS: Analysis for JOIST MEMBER Supporting SNOW Application. Loads(psf):25 Lnro at 115%duration, 15 Dead SUPPORTS: INPUT BEARING REACTIONS(be.) WIDTH LENGTH JUSTIFICATION LIVE/DEAD/TOTAL DETAIL OTHER 1 Vertical 2c_ SPF 1.50- Hanger Left Face 275/184/459 Detail HS 2 WA oh m®LVL 1.50' Hanger Right Face 275/184/459 Detail HS -Web stiffeners are required at support(s): 1,2. Attach with 34W(2.5)box nails,cinched. -See TJM SPECIFIER'S/BUILDER'S GUIDES for detarl(s): H5. HANGERS: Simpson SUorg-Tis Connectore® REVERSE T.F. T.F. NAILING MODEL SLOPE SKEW FLANGES OFFSET SLOPE FACE TOP MEMBER Left Face LSSU28 U27 No No WA WA 10-NN0 WA 5-N10 Right Face LSSU28 D27 No No WA WA 10-N10 WA 5-N10 DESIGN CONTROLS: MAXIMUM DESIGN CONTROL CONTROL LOCATION Shear(b) 449 449 1633 Passed(27%) LT.end Span 1 under Snow Roof boding Reaction(b) 449 449 1087 Passed(41%) Bearing 1 under Snow Roof loading Moment(ft-lb) 1207 1207 4330 Passed(28%) MID Span 1 under Snow Roof loading Live DefL(ir) 0.081 0.601 Passed(L=9+) MID Span 1 under Snow Roof losding Total Did(in) 0.135 0.801 Passed(LAQ9+) MID Span 1 under Snow Roof loading -Ailowable moment was increased for repetitive member usage. -Deflection Criteria:STANDARD(LL:L/240,TL-U180). -Brac V(Lu):All compressm edges(top and bottom)must be braced at 2'8- o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assirmee adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANT! The analysis presented in output from software deveioped by Trus Joist MacM&sn(TJM). TJM warrants the siting of its products by this software will be aocompkahed in accordance with TJM product design attenis and code accepted design values. The specffic t , lu r. appkation,input design beds,and stated dimensions have been provided by the software user. This output hes not been reviewed by a TJM Associate. -Not all products we readily nyarlabie. Check with your suppiw or TJM technical rspressntative for product availability. -THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Alkwabie Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. -(Mfrnxrm cut length)=(Overall hormontal bngth)x 1.118+6 PROJECT INFORMATION OPERATOR INFORMATION: Huiead Dental Office Peterson Strehle Martinson, Inc. Ellen Eastgate 820 John Street Seattle,Was*VbDn 98109 (206)SM-4580 (208)OM-0422 COPPVM O teas Of Ths Jett MOOMNOrti ra rid PerfwnMp,e060,Who,u8A P MW and T1awn"an aaMwrfn of TM Jew Nac► dkim TJa and M t-200 •w wprMwd 0600Wrb of Tina JoW tlat101Yi 8101000n 0e61W7b Cwwcrws r•WOhbew andeouY d aMeo+sw++o-TM Cwop",YK aVP'ROJECr**ANW D=r 0008VOW pfthm �' �r - - - ' Peterson Strehle Martinson, Me: .lob 0 820 John Street Dsg � T Seattle,Wa, 98109 Descri Veit-f I GAL S scope: e 0�S!�n/�� 3 General Timber Beam Pape 1 General Information Description Huleatt Dental Office Mechanical Platform Joists Section Name 2x8 Center Span 6.00 ft . . . . .Lu 0.00 ft Beam Width 1.500 in Left Cantilever 2.50 ft . . . . .Lu 0.00 ft Beam Depth 7.250 in Right Cantilever 5.00 ft . . . . .Lu 0.00 ft Member Type Sawn DOUGLAS FIRLARCH, No.1 LL&ST Act Together Fb Allow 1,000.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin-Pin Fe Allow 1,450.0 psi Wood Density 34.000 pcf E 1,700.0 ksi Uniform Loads Uniform Loads Over Full Span Center DL 20.00 #/ft LL 53.00 #/ft Left Cantilever DL 20.00 #/ft LL 53.00 #/ft Right Cantilever DL 20.00 #/ft LL 53.00 #/ft Point Loads Dead Load 95.0 95.0 lbs Live Load Ibs ...distance -2.500 11.000 0.000 0.000 0.000 0.000 0.000 ft Summary Oversb ssed in Bending I Spen-6.00ft,Left Cant-250ft,Right Cant=5.00ft,Beam Width=1.500in x Depth-7.251n,Ends are Pin-Pin Max Stress Ratio 1.080 : 1 Maximum Moment -1.4 k-ft Maximum Shear` 1.5 0.6 k Allowable 1.3 k-ft Allowable 1.0 k Max. Positive Mom 0.00 k-ft a 0.000 ft Shear. (81 Left 0.28 k Max. Negative Moment -0.76 k-ft a 6.000 ft (Q? Right 0.47 k Max C Left Support -0.47k-ft Camber. Left 0.111 in Max Q Right Support -1.42k-ft Center 0.065 in Max. M allow 1.31 Reactions... Right 0.440 in fb 1,296.37 psi fv 58.99 psi Left DL 0.14k Max 0.4& Fb 11200.00 psi Fv 95.00 psi Right DL 0.35 k Max 0.88 k Deflections Center Span... pead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.043 in 0.025 in Deflection -0.074 in -0.132 in ...Location 3.243 ft 3.514 ft ...Length/Defl 814.1 452.9 ...Length/Defl 1,662.0 2,929.34 Right Cantilever... Deflection -0.294 in -0.536 in ...Lengttt/Defl 408.8 223.7 (c)1983-07 ENERCALC Kvv_Mj='V5.02, 1,lur�1fl67 w i � �� i Peterson Strehle Martinson, Tuts: Job 0 820 John Street Dsgnr: Daa: 10:47AM, V OCT 9e Seattle,Wa, 98109 Description: 'I.&Y"- �p �O� CcvN f►AIJE� C� 1 �'b'vroxs f� General Timber Beam fto 2 stress calcs Bending Analysis Ck 33.438 Rb 0.000 Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Max Moment Sxx Rea'd Actual fb a Center 0.76 k-ft 7.57 in3 1,200.00 psi Left Support 0.47 k-ft 4.74 in3 1,200.00 psi Right Support 1.42 k-ft 14.20 in3 1,200.00 psi Shear Analysis Left Support Right Support Design Shear 0.36 k 0.64 k Area Required 3.770 in2 6.753 in2 Actual Stress:N 95.00 psi 95.00 psi Bearing IM Supports Max Left Reaction 0.46 k Bearing Length Req'd 0.213 in Max Right Reaction 0.88 k Bearing Length Req'd 0.407 in Query Values M,V,&D @ Specified Locations Moment Shear Deflection (� Center Span Location= 0.00 It -0.47 k-ft 0.07 k 0.0000 in Right Cant. Location= 0.00 ft -0.47 k-ft 0.07 k 0.0000 in Left Cant Location= 0.00 ft -0.47 k-ft 0.07 k 0.0000 in (c)1983-97 ENERCALC KW-0601822,V5.0.2, 1-lun-IW7 Paterson Strehle Martinson,lam, Title: Job# =John Street DqW. - 11 a1AM, 27 OCT 96 Seattle,Wa, 98109 j/-j y Rd PER- -ro 7 SCOW: 'AA4 0941. General Timber Beam Pwe 1 General Information Description Huleatt Dental Office Outlookers Section Name 20 Center Span 2.00 ft . . . . .Lu 2.00 ft Beam Width 1.500 in Left Cantilever ft . . . . .Lu 0.00 ft Beam Depth 5.500 in Right Cantilever 2.00 ft . . . . .Lu 2.00 ft Member Type Sawn HEM-FIR, No.2 LL&ST Do Not Act Together Fb Allow 850.0 psi Load Dur. Factor 1.600 Fv Allow 75.0 psi Beam End Fixity Pin-Pin Fc Allow 1,250.0 psi Wood Density 34.000 Pct E 1,300.0 ksi Uniform Loads Uniform Loads Over Full Span Center DL #1R LL #/ft Left Cantilever DL #/ft LL #1ft Right Cantilever DL #/ft LL 90.00 #/ft Summary V Beam Design OK Spen=2.00ft,Right Cant=200ft,Beam width=1.500in x Depth=5.51n,Ends am Pin-Pin Max Stress Ratio 0.212 : 1 Maximum Moment -0.2 k-ft Maximum Shear•1.5 0.2 k Allowable 1.1 k-ft Allowable 1.0 k Max Positive Mom 0.00 k-ft a 2.000 ft Shear. C Left 0.09 k Max Negative Moment 0.00 k-ft a 2.000 ft C Right 0.18 k Max a Left Support 0.00k-ft Camber. Left 0.000 in Max a Right Support -0.18k-ft Center 0.000 in Max M allow 1.10 Reactions... Right 0.000 in fb 285.62 psi fv 25.40 psi Left DL O.00k Max -O.05k Fb 1,737.97 psi Fv 120.00 psi Right DL 0.00 k Max 0.27k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.000 in 0.000 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 ft ...Length/Defl 0.0 0.0 I..MO/Deft 0.0 0.00 Right Cantilever... Deflection 0.000 in -0.027 in Length/Defl 0.0 1,803.2 (c)1983-67 ENERCALC KW-0601822,V5.0.2 1.lur,1997 ,�� e � a: Peterson Strehle Martinson, TUN: Job 820 John Street D"w. DoW 11:31AK 77 OCT 98 Seattle,Wa, 98109 D`scr o 1 g Scope: General Timber Beam Page 2 stress Caics Bending Analysis Ck 25.074 Rb 9.173 Sxx 7.563 in3 Area 8.250 in2 Cf 1.300 Max Moment S)oc Req'd Actual fb Q Center 0.00 k-ft 0.00 in3 1,737.97 psi Left Support 0.00 k-ft 0.00 in3 1,768.00 psi Right Support 0.18 k-ft 1.24 in3 1,737.97 psi Shear Analysis CD Left Support Right Support Design Sheer 0.13 k 0.21 k Area Required 1.125 in2 1.746 in2 Actual Stress: fv 120.00 psi 120.00 psi Bearing Q Supports Max. Left Reaction -0.09 k Bearing Length Req'd 0.048 in Max. Right Reaction 0.27 k Bearing Length Req'd 0.144 in Query Values M.V,3 D @ Specified Locations Moment Shear Deflection Center Span Location= 0.00 ft 0.00 k-ft -0.09 k 0.0000 in (� Right Cant Location= 0.00 ft 0.00 k-ft -0.09 k 0.0000 in Left Cant Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in (c)1983-07 ENERCALC K1N-0801=V5AZ I Lin-1997 I &A s C�mNGv�C7 P 90.000 1/ft 90.000 AT/ft 7 2.00 ft 2.00 ft Mmax-0.00 k-ft Dmax =0.0000 in Mmax a right -0.17 k-ft Rmax -0.089 k Rmax - 0.269 k Vmax®left — 0.069 k Vmax 0 A — 0.179 k Defl 0 right end = 0.02M in -t%ie- Peteracn Strehle Martinson, r- JOB: Huleatt Dental "L A7�lQR L �ZJ Consulting Engineers DATE 820 John Street, Seattle, Wash. 98109 SUBJECT: Exterior Wall Studs Office(208)822-4580/FAX(206)622-4022 TIMBER COMBINED BENDING & AXIAL COLUMN (STUD) DESIGN Per 1997 UBC&1991 NDS (Assumes that the columns are adequately supported about the weak a)is, i.e. in a wall.) Load Duration Factors (LDF): For interior studs,wind=5 psf w/1.15 LDF for roof& 1.00 for floor. For eoderior studs,wind=O psf w/1.60 LDF for roof&floor. For axial load only,wind=0 psf w/1.15 LDF for roof&1.00 for floor. Timber Plate Species: #244F Budding Length Coeff., Ke: 1.0 Elder buckling Coeff.for Cols,Koe: 0.30 Elder buckling Coeff.for Bms,Kbe: 0.438 SIZE SPECIES Ht Windy`' Spacn'g w LDF Le Fb Fc Fc E P (Lu) II 1 (1 o^s) (ALL) (�) FT PSF IN PLF FT PSI PSI PSI PSI LBS 2x6 92-HF 10.00 0.00 0 0.0 1.00 10.00 1271 1438 405 1.3 c B 2x6 02-HF 10.00 22.58 16 30.1 1.80 10.00 1271 1438 405 1.3 B 2x6 02-HF ': 10.00 22.58 12 22.6 s 1.60 10.00 1271 1438 405 1.3 B 2x6 iV2-HF 10.00 0.00 0 0.0 1.00 10.00 1271 1438 ; 405 1.3 B 2x6 *2-IF 10.00 26.05 16 34.7 1.60 10.00 1271 1438 :: 405 1.3 B 2x6 82-HF 10.00 26.05 12 26.1 '_. 1.60 10.00 1271 1438 405 1.3 `,>,"... B 2x6 #2-0F 10.00 0.00 0 0.0 ? 1.00 10.00 1308 1495 405 1.6 a B �. : 2x6 *2-DF 10.00 26.05 16 34.7 1.60 10.00 `•. 1308 1495 1: 405 1.6 B 2x6 *2-DF 10.00 26.05 12 26.1 1.80 10.00 1308 1495 405 1.6 B (1) "B"indicates that bearing governs over the interaction equation. If bearing controls and a stud is not bearing on a wood plate the allowable vertical load may be adjusted by using the allowable compression parallel to grain and any roof LDF that are appropriate to use. (2) 5.0 psf in this column indicates a minimum partition load per UBC section 1810.2. PETERSON •�)TREHLE "1�4ARTINSON, INC. JOB: % L ''q BY Eimer 1 j CONSULTING ENGINEER) ��-�� 820 JOHN STREET, SEATTLE. WASHINGTON 98109 SUBJECT OFFICE (206) 622-4580 / FAX (206) 622-0422 -AZA.Z.- -4LL 9p -L y &Z CTI go a �- ' J-) /Z Peterson Strehle Martinson. Inc. JOB: Huleatt Dental Office Consulting Engineers DATE: ###### BY: EME 820 John Street, Seattle, Wash. 98109 SUBJECT HOLDOWNS Office (206) 622-4580 / FAX (206) 622-0422 ANCHOR-BOLT TENSION CAPACITY (Per 1997 UBC Sec. 1923.3.2) (A. Botts in Stem Wall) Based on the Equation #Pc = )42.8Ap)(f'c)''6 Where, - 0.85(rebar crosses the shear plans) (Per 1994 UBC) - 0.65(no mbar crosses the shear plans) (per UBC Sec. 1923.3.2 ) Width of Stem Wall (w) 8.00 in. Embedment Depth (Le) = 12.00 in. < Therefore, Appro)dmate Surface Area (sq in.): Ap= 2 (w)(Le)(2)'.5 271.5 Anchor Bolt Diameter = 0.75 in. Anchor Bolt Tension Capacity(f„t) = 60 ksi Comp. Strength of Concrete (f'c) = 2.5 ksi Constant for Concrete Type 0%) ` = 1.00 = 1.00 for normal weight 0.75 for Lightweight Reinf. crosses the shear plane (Y,N) Y A. Bolt Design Strength in Tension: +P.=+44Ap)(f'o).. = 46.16 mpg (With Trim Bars) OR P. = 0.9(Ab)(f„t) = 23.8fi KIPS < _ (GOVERNS) i i I k PETERSON �TREHLE ' �lARTINSON, INC. JOB:,�yar ULF 4-T-Z- � ? � �l CONSULTING ENGINEER) SUBJECT: BY: 820 JOHN STREET, SEATTLE, WASHINGTON 98109 OFFICE (206) 622-4580 / FAX (206) 622-0422 cA� � —) ------------ f YA� 37, - �� s . I mmC 0 R N I R S 10 N � 19" ARMliCTURAL GROUP P. S. 1904 THIRD AVENUE, SUIif 500 SWTLE, WASHINGTON 98101 October 26, 1998 David Anderson City of Arlington Building Official —- - 238 N Olympic Avenue Arlington,WA 98223 NOV 9 1999 Re: ICBO Plan Review No.8048 Project: Huleatt Dental Office RE'V' ISED Dear Dave: We have attempted to address each comment for this project in the following narrative. Enclosed you will find an updated set of drawings.. We have attempted to either explain what is happening and why or identified the location on the plans where you can find the information you request. Site and General: 1. Access to mechanical room is shown in Toilet Room 24 on sheet A7. 2. Building areas have been revised as suggested on sheet Al under project data. 3. Deferred submittals include: a) Truss shop drawings. b) Mechanical system design and equipment anchorage. c) Electrical system design. d) Hold downs,framing clips,column bases,etc.for timber framing members. e) Expansion anchors. .Occupancy: 1. Medical gas system is identified on sheet Al under project data. 2. There are no more than 5 patients at any time much less 5 that are incapable of unassisted self-preservation, This material is stored in an enclosed vented room in the Lab/Utility Room 25 along the west wall. Construction: 1. Revised building section 1/A4 now indicates blocking at 10'on center maximum. 2. Wall type 2 is now indicated on revised floor plans sheet A2. 3. Detail 1/A7 does comply with UBC standard 25-2. 4. Flame spread of materials is identified in finish note number 5. INTERN11 www.cornersIonearch.com FACSIMILE 206.621.7717 TELEPHONE 206.682.5000 1 I 1 1 .. 1 1 1 � 1 • .� - •fJ I 1 • I '1 • 1 1 - � 1 1C I ' 1 1 -- - � • • ► - 1 1 v I • I ' • I I I 1 • i 1 • 1 1 1 1 � 1 _ • '• 1 1 1 • 1• _ y 1 • I 1 ' 1 - • 1 1 _ • 1 1 I ti. _ • 1 1 • • A 1 • Huleatt Dental Office plan review 5. Roofing assembly is called out as requested in roof notes sheet A6. 6. Attic access is shown on revised sheet A7. 7. Flashing is called out to be a minimum of 24 gauge in roof notes sheet A6. 8. Roof shingles are called out to be installed per manufacturers instructions in roof notes sheet A6. 9. Plastic laminate wainscot shall be smooth finish which complies with IC80 report. 10. Water resistant GWB locations are called out in general note 6 sheet A2. 11. Skylight glazing is called out to be tempered in detail 8 sheet A6. 12. Detail of skylight is shown in detail 8 sheet A6. 13. Ventilation around skylight is shown in detail 8 sheet A6. 14. Lateral support for partitions are shown in detail 1 sheet A5.3. 15. There are already 2 handicapped accessible toilet facilities in this little building. Requesting an additional accessible toilet room is not a reasonable request. In fact there is only one man working in this office and he is fully ambulatory. Exiting: 1. It is noted in door schedule note 3 sheet A2. 2. Battery backup for exit signs-are noted on revised floor plan sheet A2. 3. Exit illumination is called out in general note 8 sheet A2. 4. Exit signs are shown and called out on revised floor plan and additional signs have been added in locations requested. Barrier Free Regulations: 1. Accessible parking space are shown the same on revised civil and architectural site plans. 2. Reception area counter has a portion which is below 36"as shown in building section 2 sheet A4. 3. I don't believe this is a requirement for this small project. 4. Curti cut ramps clearly show detectable warnings on detail 2 sheet Al. 5. Door thresholds are called out to comply with this requirement in door schedule note 4 sheet A2. 6. No doors have closers. 7. Doors 4, 5 and 10 all have the required clearances. 8. Door 6 complies, in addition this is a utility room which does not even need to comply. 0 Page 2 - , � - . • I Huleatt Dental Office plan review 9. The width of the corridor has been increased to 48"on revised floor plan sheet A2. 10. Toilet room 24 has the required unobstructed floor space as shown on revised floor plan sheet A2. Ventilation and Air Quality Code: 1. The mechanical system is a deferred submittal. Energy Code: All envelope checklists have been submitted to the City with permit submittal. STRUCTURAL Design Criteria: See attached letter from PSM. Vertical Design: See attached letter from PSM. Lateral: See attached letter from PSM. Foundation: See attached letter from PSM. I hope this response will adequately address your concerns regarding this project. If you need additional information or clarification on any items please let us know. Sincerely, Steve Bames Project Manager SBlnb 0 Page 3 .- - � , . '� , �:� ,.-. I I RECEIVED OCT 2 8 1998 MTWO RIVERS ENGINEERING 1�� GATY OF A INGTON City of Arlington October 28, 1998 238 N. Olympic Ave. Arlington, WA 98223 Attention: Dave Anderson RE: Huleatt Dental Bldg. Downstream Analysis &DOT Comments Dear Dave: Attached is a copy of the downstream analysis for the subject project. No immediate hydrologic problems are evident. The following comments are to address the WADOT memo dated October 19, 1998 by E. Hansen & G. T. Caley. 1) The redesigned storm facilities submitted to the City on October 22, 1998 meet the Department of Ecology Manual. 2) The detention pond volume was increased in the redesign to meet the 50% of the 2 year storm release rate. This resulted in increasing the pond's volume from approximately 400 cf to over 900 cf. 3) The pond was increased in size by a safety factor of 20% as requested by the City review engineer. 4) The detention pond contains a wet pond of approximately 920 cf of storage which is the 2 year storm runoff volume which is the DOE manual criteria. 5) Mr. Caley of WADOT stated in a telephone conversation with me today that their Department must review the revised plan prior to issuing any comment regarding the project. Please immediately forward a set of the revised plans and revised drainage report to the Dayton Ave. office of DOT so the review can be made. If you have any additional comments or requests please contact me immediately in order to expedite the issuance of a building permit. Yours Truly Two Rivers Engineering Thomas M. Kearns P. E. Principal CC Steve Barnes Jim Norman 307 N. OLYMPIC AVE. • SUITE 208 • ARLINGTON, WA 98223 (360) 435-8167 • FAX: (360) 403-0188 • E-mail: tre@darrington.net u � w DOWNSTREAM ANALYSIS DR. HULEATT OFFICE ARLINGTON, WA The following field conditions were observed on October 28,1998. The site is located on the east side of HWY. 9 approximately 1/4 south of 204th. Storm drainage will exit the site onto Washington State Department of Transportation Right-of-Way in overland sheet flow. Runoff will then enter a 6' x 3' channel with 2:1 side slopes crossing beneath the HWY. in a 19' concrete culvert. The Flow then enters a channel going south approximately 3' deep x 6' wide V channel. The flow turns west in the same channel passing below a driveway in a 15 or 18"piped culvert. ( Debris blocked an accurate measurement) The flow continues west in a larger earth channel until it reaches a 3' x 6' arch CMP culvert beneath 74th Ave. NE. The downstream channel below 74th widens to over 20' base width and 6' deep earth channel. The flow parallels 201st until it crosses beneath 71 St. Ave. NE again in a single 3' x 6' arch culvert. Flow continues west in a similarly sized channel. The distance between the project site and Attached photos show various conveyance systems. The pictures are keyed to an attached map. ( Map&photos to be provided at a later date. 1 • - 1 I I I 1 I I 1 I v1 1 . J • 1 I _ '1 1 ` I• 1' �' 1 I 1/ I II 1 1 :1 I I � I - T 1 ' • I 11 1 II • I ., � Washington State Post-it•Fax Note 7671 OWO 0/ �c P-'�of f VI/ Department of Transportation To � From � Ca�Dep Co. W rb,9 - Phone# Phone#;2-Q t L r L O_1C C 11 Fax a 3 1-0 c f �3 0 to Fax# T T ' Date: October 19, 1998 From: E. Hansen / G.T. Cale Y" MS 138. Phone- 440-4642/ 440-4537 subject: SR 9 MP 28.21'vic. CS 3132 - Huleatt Dental Building OL 2407 Drainage Plan- Comments To: D. Hurter / IL Pazoold. MS 122 We have reviewed the wetlands report and drainage plans for the referenced developer project and have the following comments: 1. Facilities discharging to WSDOT right-of-way should be designed to the standards of the Department of Ecology's Stormwater Management Mrrnual for the Puget Sound Basin (DOE Manual) as a minimum. I Although the report correctly matches 10-year and 100-year release gates to those for the existing basin, the pond control structure is designs ed to release runoff during the 2-year event at the same rate as the existing 2-year runoff rather than at 50°0 of the existing 2-year rate as required by,the DOE Manual 3. The DOE Manual also requires that ponds be increased in size by a factor of safety. 4. The report mentions a wet pond for water quality treatment, but calculations for volume are not included. Water quality treatment should be provided for site runoff as specified by the DOE Manual. 5. We would like an opportunity to review the complete drainage plans, profiles, and details showing the pond, control (outlet) structure. Please contact Guy Caley(206-440-4537) or Christine Lavra (206-440-4903) if you have any questions. CL Attachment Wetland Report; Drainage Plan cc: Permit File Dav File c-,4ata''ReWewe\Devp4m\Huluttdoo Dar 700-CO EF aa�ee� T00/T00M SK0111- ao 2iAK 909f Orr 90Z YVa 90:bT 96/9Z/0T ' TWO RIVERS ENGINEERING DOWNSTREAM ANALYSIS DR. HULEATT OFFICE ARLINGTON, WA The following field conditions were observed on October 28,1998. The site is located on the east side of HWY. 9 approximately 1/4 south of XXXX. Storm drainage will exit the site onto Washington State Department of Transportation Right-of-Way in overland sheet flow. Runoff will then enter a 6' x 3' channel with 2:1 side slopes crossing beneath the HWY. in a 18' concrete culvert. The Flow then enters a channel going south approximately 3' deep x 6' wide V channel. The flow turns west in the same channel passing below a driveway in a 15 or 18"piped culvert. ( Debris blocked an accurate measurement)The flow continues west in a larger earth channel until it reaches a 3' x 6' arch CMP culvert beneath 74th Ave. NE. The downstream channel below 74th widens to over 20' base width and 6' deep earth channel. The flow parallels 201st until it crosses beneath 71 St. Ave. NE again in a single 3' x 6' arch culvert. Flow continues west in a similarly sized channel. The distance between the project site and Attached photos show various conveyance systems. The pictures are keyed to an attached map. (Map&photos to be provided at a later date. 307 N. OLYMPIC AVE. 0 SUITE 208 • ARLINGTON, WA 98223 (360) 435-8167 0 FAX: (360) 403-0188 0 E-mail: tre@darrington.net r :. ,.5 � 'i - - - - Nov-18-98 05: 25P KIRTLEY COLE 360 568 7919 P .01 04 K I R T L E Y - ak 10021 Oth Street Snohomish, WA. 98290 C O L E 0.*111, A Phone: (360) 588-3175 ASSOCIATES, INC. Fax: (360) 568-7919 Fax Cover Sheet DATE: NOVEMBER 18, 1998 TO: DAVE ANDERSON FROM: STEVE UNDERWOOD CITY OF ARLINGTON KIRTLEY-COLE ASSOC.,INC. FAX: (360)435-3906 FAX: (360) 668-7919 PHONE: (360) 435-0724 PHONE: (360) 560-31175 TOTAL PAGES INCL. COVER SHEET: I RE: DR. HULEATT'S DENTAL OFFICE MESSAGE; DAVE: THE COST OF THE SITE UTILTY WORK FOR THIS PROJECT IS $16,549.00 PLUS WSST PLEASE CALL ME IF YOU HAVE ANY QUESTIONS AT (360) 568-0403. THANKS, STEVE UNDERWOOD ESTIMATOR K-cfw llilawsZopm PAGE 1 OF 1 m pig C� rh PON (D �. ID N ' CD a w a � � o I v cn cn C t� C a c �n R CD C� eD G C �G �, , ,� I i CITY OF ARLINGTON • Building Department November 12, 1998 Jim Norman Kirtley Cole 1002 loth Snohomish,WA 98291 RE: Building permit 98-3242 Dr.Huleatt Project Dear Jim, On November 9, I receive the revised site civil drawings from Two Rivers Engineering,Tom Kerns, addressing the comments from the Department of Transportation,E.Hansen/G.T. Caley letter dated October 19 1998. As stated by Tom Kerns the DOT would like to review the revised drawings with these comments.I forwarded them overnight express to DOT for review 11/10/98.It is my understanding it will take two weeks to review these drawings from DOT. All other aspects of this project have been completed.The only requireinent outstanding is the above mention issue.Once DOT issues approval of the site civil drawings a building permit can be issued for this project. Once we have received the necessary approvals,your office will be notified of the amount of the building permit and it can be issued. If you have any questions please give me a call at(360)435-0724 S, ce ely, D vid W.Anderson Building Official cc; Steve Barnes Tom Kerns Dr.Jeff Huleatt 238 N. Olympic Ave. Arlington, WA 98223 • (360) 435-0724 FAX (360) 435-3906 N UL4<1 IVI� N ; City of Arlington Building Department 4 FAX Cover Sheet Date: �, 1 i� Number of pages to follow: Response needed As requested FYI TO FIRM: FAX #: 43S — FROM: '-L)Pt 0 U RE: (2) Additional Comments: 238 N Olympic Ave Arlington WA 98223 Ph. (360) 435-0724 FAX (360) 435-3906 City of Arlington Building Department FAX Cover Sheet no Date: ( �— ( 0 Number of pages to follow: Response needed As requested FYI FIRM: FAX #: � �79� k `77 F7 FROM: A RE: Additional Comments: 238 N Olympic Ave Arlington WA 98223 Ph. (360) 435-0724 FAX (360) 435-3906 f City of Arlington Building Department FAX Cover Sheet Date: f Number of pages to follow: Response needed As requested FYI FIRM: FAX #: (00 .� LA c129 FROM: RE: Additional Comments: 238 N Olympic Ave Arlington WA 98223 Ph. (360) 435-0724 FAX (360) 435-3906 • �+ 1 City of Arlington 107W Building Department FAX Cover Sheet Date: ` — I Number of pages to follow: Response needed As requested FYI _ TO: ® t21(y� N FIRM: FAX r: -3(c 0 S�o� ` -7 I FROM: I� Additional Comments: 238 N Olympic Ave Arlington WA 98223 Ph. (360) 435-0724 FAX (360) 435-3906 RECEiVE0 AUG 3 1 1998 �_ IMARCMIC 0 R N � R S 10 N CTURAL GROUP, P. S. CITY OFARLINGTON 1904 THIRD AVENUE, SUITE 500 SEATTLE, WASHINGTON 98101 FPf\ August 31, 1998 Ryan Larsen Staff Planner Planning and Community Development 238 N Olympic Ave. Arlington, WA 98223 Re: Traffic Study Project: Huleatt Dental Clinic Dear Ryan: Traffic analysis of Huleatt Dental Clinic: There are 25 patients per day. The office has 8 full time employees and 2 part time employees. The following numbers are based o�proces and data contained within the ITE Trip Generation Manual, 6th Edition: General: ITE Land Use Code is 720, Medical-D&tal_Office Building 2,700 square foot development. ITE Data: Daily trips generated 98 Directional Split 50 entering /50 exiting AM Peak trip generated 10 AM Peak directional split 70 entering /30 exiting PM Peak trip generated 10 PM Peak directional split 70 entering /30 exiting Occupancy rate/veh 1.37 The ITE average AM Peak trip generation rate was used for AM Peak due to scatter in ITE data points. The closest data'point was taken from a 10,000 square foot clinic: therefore the ITE average rate is recommended (R-squared value of 0.85). TELEPHONE Z06.682.5000 INTERNf,L. wow: rnerstonearch.com FACSIMILE 206.621.7717 1 ,� Huleatt Traffic Study Page 2 August 28, 1998 In contrast, there were four data points under 5,000 square feet and a reasonable fitted curve available for the PM Peak. The ITE fitted curve equation was used. Because of the location at the end of 77th all traffic coming out of the parking lot will turn left(north). When the vehicles get to 204th approximately 50% of the vehicles will go west and 50% will go east. If you need any additional information please give me a call. Thanks for your help. Sincerely, Steve Barnes Project Manager SB/nb GIGPROJECTNOAnffk 98 - 3242 'mC O R N I R S TO N 1 ARCflIIICIUR A L GROUP, P. S. 1904 THIRD AVENUE, SUITE 500 SEAIILE, WAMINGTON 98101 RECEIVE® October 27, 1998 OCT 2 7 1999 David Anderson CITY OF ARLINGTON City of Arlington Building Official 238 N Olympic Avenue Ri;� }sI S F7 D Arlington,WA 98223 L Re: ICBO Plan Review No.8048 Project Huleatt Dental Office Dear Dave: We have attempted to address each comment for this project in the following narrative. Enclosed you will find an updated set of drawings.. We have attempted to either explain what is happening and why or identified the location on the plans where you can find the information you request Site and General: Access to mechanical room is shown in Toilet Room 24 on sheet AT .,Z' Building areas have been revised as suggested on sheet Al under project data. /ok Deferred submittals include: a) Truss shop drawings. b) Mechanical system design and equipment anchorage. c) Electrical system design. d) Hold downs,framing clips,column bases,etc.for timber framing members. e) Expansion anchors. .Occupancy: Medical gas system is identified on sheet Al under project data. ,x - There are no more than 5 patients at any time much less 5 that are incapable of unassisted self-preservation. This material is stored in an enclosed vented room in the Lab/Utility Room 25 along the westwall. Construction: y1! Revised building section 1/A4 now indicates blocking at 10'on center maximum. xWall type 2 is now indicated on revised floor plans sheet A2. Detail 1/A7 does comply with UBC standard 25-2. INTERNE www.cornerstonearch.com FACSIMILE 206.621.7717 1fLMONf 206.682.5000 1 Huleatt Dental Office plan review Flame spread of materials is identified in finish note number 5. Roofing assembly is called out as requested in roof notes sheet A6. Attic access is shown on revised sheet AT Flashing is called out to be a minimum of 24 gauge in roof notes sheet A6. Roof shingles are called out to be installed per manufacturers instructions in roof notes sheet A6. v� Plastic laminate wainscot shall be smooth finish which complies with ICBO report Water resistant GWB locations are called out in general note 6 sheet A2. Skylight glazing is called out to be tempered in detail 8 sheet A6. Detail of skylight is shown in detail 8 sheet A6. 13. Ventilation around skylight is shown in detail 8 sheet A6. Lateral support for partitions are shown in detail 1 sheet A5.3. 6V--There are already 2 handicapped accessible toilet facilities in this little building. Requesting an additional accessible toilet room is not a reasonable request In fact there is only one man working in this office and he is fully ambulatory. Exiting: It is noted in door schedule note 3 sheet A2. Battery backup for exit signs are noted on revised floor plan sheet A2. Exit illumination is called out in general note 8 sheet A2. /*K Exit signs are shown and called out on revised floor plan and additional signs have been added in locations requested. Barrier Free Regulations: Accessible parking space are shown the same on revised civil and architectural site plans. Reception area counter has a portion which is below 36"as shown in building section 2 sheet OIK 1 don't believe this is a requirement for this small project Curb cut ramps clearly show detectable warnings on detail 2 sheet Al. Door thresholds are called out to comply with this requirement in door schedule note 4 sheet A2. 0l - No doors have closers. ® Page 2 Huleatt Dental Office plan review Doors 4,5 and 10 II have the required clearances. Door 6 complies,in addition this is a utility room which does not even need to comply. The width of the corridor has been increased to 48"on revised floor plan sheet A2. 10. Totem 24 has the required unobstructed floor space as shown on revised floor plan sheet A2. Vefidlation and Air Quality Code: 1. The mechanical system is a deferred submittal. Energy Code: 0j - All envelope checklists have been submitted to the City with permit submittal. STRUCTURAL Design Criteria: 1. Mechanical equipment will be heat pumps. This equipment will not exceed the 40 psf floor load used. 2. The UBC table identified on the sheet was the same table in the previous UBC. If this table number had not been randomly changed in the new UBC it would be correct In any case the builder will have no problem making this adjustrnent and changing this note is no reason to go through the time and expense to change it and resubmit it Feel free to make redmarks on the final permit set 3. Connectors will be a deferred submittal. 4. Expansion anchors will be a deferred submittal. 5. Timber notes species for posts are the same as for beams. Vertical Design: 1. TJI's are far over designed because the size is selected to fit insulation. In any case the calculations will be revised. 2. Calculations will be revised. 3. There are no bearing loads on this platform to be concerned about 4. The interior bearing wall is now identified in revised floor plan sheet A2. 5. Connection details for 6x8 beams are off the shelf hangers which will be submitted as a deferred submittal. Lateral: 1. Mechanical equipment anchorage shall be deferred submittal. 2. Calculations will be revised. 0 Page 3 . � ' `` — � — . ' — ' � — ' | � . — , . _ n — _ ' . , / — . y ~ _ — '� ^ ^ rr�� . ' — — _ . , ~ — — ~ . — . ' . ' | — . ' . — r . , . ..� — . ' . — � . . — � . ' — . . . ~ ~ . . — . — n . — . . ^ | — ' ^ ' . ° . - — — — . ~ ' / ' . — — —, ^ ~ � . — . ° ° ' ~ ^ ' ! � — ' — ' — ` � — ` — ` — / . — — ' � — . . � — — . .�. . — . � = � / — / � ^ ~ | � ~ — ' .� — — . ~ / . . . � . — — �� . — _ — ^� � � * . ^ � — �� — n' � . | � ^' ' — � � | — . � . — � — — — — . . — " — — � . � / . . ' ` _. . ^n � ~ ~ . J ° — � , ^ �/ � . . — . . . ... . . . . ' . ,— ' . n . � . .— ' . . . — / � � . � � — � ' ~ � . ,r — ' / . ~ . — . ° ` .' — — / . � � / . — _ r � .. — —c �� .. � u' ~, . 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' ' — � . . ~ � . — � � ~ — — . . . — / � � . � . � . — . — .. . — � . . — . ^ / — . ~ — — : — � — � �� . . . � . . . . . . . . . / ' . — — . � ,- . . — — ~ — . � . �. . ^ — — _ � n — — . . . .r " .. — . _^ `� / — _ . . — . � —� � . ~. , _� _ � ��° v �^ n � — ' — � ' — ~ . — n � . . `' . ^ ., r ^ ^ . '� / . ' . ^� ^ . —� ' . — ^ �` � — '^ . '� ~ . | ~ � � . . — . — , �— -- ~ � — — ` ' " — ` . . _ ^ — , | ^ . . . — � / , . . — —. '— . — v — — ' mn , _ ' �— _ ^ , ~ ^ _ ^ — . � — ' ' � . . — . — ^ . — . . — ` � � . .� . �� '. — . / ' . .— ' . . —. � . . ^ ., , ~ .- . � —_ ,� n u / ^ ' . — � ~ . , — , — . . — — ' . / � . n �� ^ — � . . ' ^ ^ �� ' n` , �� — ^ � x / ' —^ � ' . ~ — ^ ' ' � — ^ = 1 n ' ' ' — . . . . _ � .� . _ ,. .� , . u . n � . . — - . . ^ . . " . . . ° ~ _ . ' . » — ^�` ^ — ^ .� — � � ^ ^ | ~ — � ' ' � _ _ � —n � ' — . " � — � ^ | . �: . ~ — . . —_�— — . ~ . — — , . ~ �` 4 �� -� ' � n — ^ .� — l , ^ ^ ' u\ _ ' — � n / � ^ . . �— ^ . — �� ' " . � �� . ' .� — — � ^ ° � — ` c~ ^ . ` , . ' � . — . . " , � ' � '� — ~ — . — �_ . � — _ . — / � ~ .' �' — .� ~ _ n . . . . . . � - . . . . — ~ . � . .^ — � . r— ^ '. ` / / . / ./— . � — . � . . — ` ~ — . . . . . � . . . — . . — . ~ . . . . . . ' — , . . � — . . ~ — ~ . � � ^. — , ' ' m ' ' � � n ' � — � / ' ^' ' ^ .'� . ^ ^ . , n ' . � ~ ' ' — ^ `� ~ � . , � ^ — — .— . — — ~ " — — .� '" — � ' . � Huleatt Dental Office plan review 3. Calculations will be revised. 4. Calculations will be revised. 5. Calculations will be revised. 6. Connectors will be a deferred submittal. 7. Truss submittals shall be a deferred submittal. 8. Calculations will be revised. 9. All this information is shown on the plans. 10. Expansion anchors shall be a deferred submittal. Foundation: 1. Minimum foundation size requirements per the UBC have been complied with. 2. Detail 2 sheet S2 shall be revised to be a 7 embedment 3. Plate washers will be provided on sill plates bolts like they always are. 4. Ignore the reference to 6"walls. I hope this response will adequately address your concerns regarding this project If you need additional information or clarification on any items please let us know. Sincerely, 25X4-ze�- Steve Barnes Project Manager SB/nb _ _ I I - . -I I .� � I • I _ � I I I �` I • I • _ I _ I _ ' I I _ ,I - I r • • _ - I . I I '• _ _ I _ I • - • •_ I • • I ' • - I 1 • I I I • I I I � - � I _ I � _ � - I � � I - I • • - � - I • I I • � I _ I . I I � _ • • I • � I I I - I - 'I I I I � I � I .l ' I I _ _ _ .� • _ • • - II I _ ti •� • I I I I I � - _ � 1 • • ' _ • . � - I - • - I � - • I - . - , - - . � - � . _ • ' I I • • • I I I . I _ - I - I I I _ I- I -- I I - I � I • f. _ • • 1 ! - - • • I • I - _ 1 I _ J . • - . I _ • • _ , � � _ _ _ _ _ � I � I _ • • I • I _ � _ I _ - J • _ . 11 • - • I r. � _ _ _ _ - - I . -- I I - - � .. � - � -- - -- - - ' - - - - � _ ' I � I I ` ' . • • I • • - I I - I - I _ . I • : I � I _ - � • • • - - _ ti • - _ - _ I I • :. _ I I I• II - L �� • � .. • •I I . I • � I I � - I I _ I r - I • '. _ - I . • _ I I ,. .. I r I I • - - - I . � I - _ . - - I J I� I - I � I _ I• � - - � _ _ The Power to Change The Power to Build � g � October 23, 1998 Mr. David Anderson, Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Re: Huleatt Dental Building Drainage Plan Review Dear Dave: We have reviewed the second submittal of the drainage report and plans for the Huleatt Dental Building, prepared by Two Rivers Engineering for Cornerstone Architectural Group. We find that submitted materials are in general compliance with the City of Arlington's applicable ordinances, with the exception of the design of the detention pond. We are, therefore, transmitting the submitted documents to you for action and issuance of permits, under the assumption that the detention pond design will be altered and resubmitted. The detention pond design is sufficient except that vertical walls are not normally permitted for the entire perimeter of a detention pond. A slope of 3:1 is required for 25 percent of the pond perimeter. We have enjoyed our involvement on this project and look forward to working with the City on ongoing and future projects. If you have any questions regarding any of these items,please let us know. Sincerely, BERRYMAN&HENIGAR Andrew Law, P.E. RECEIVED OCT 2 6 1998 CITY OF ARLINGTON qg - ?,�, q �J— 1215 41h Avenue, Suite 1400 • Seattle, WA 98161 • (206)505-3400 • Fax (206) 505-3406 An Equal Opportunity Employer A:\Huleatt Dental\DRAINRV2 doc The t'ovver to Change h2 P0UV01 t0 Build +_ R ABe� �N1 iY � ra�nr•gamHe � .. � alw 4 October 23, 1998 Mr. David Anderson, Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 , Re: Huleatt Dental Building Drainage Plan Review Dear Dave: We have reviewed the second submittal of the drainage report and plans for the Huleatt Dental Building, prepared by Two Rivers Engineering for Cornerstone Architectural Group. We find that submitted materials are in general compliance with the City of Arlington's applicable ordinances, with the exception of the design of the detention pond. We are, therefore, transmitting the submitted documents to you for action and issuance of permits, under the assumption that the detention pond design will be altered and resubmitted. The detention pond design is sufficient except that vertical walls are not normally permitted for the entire perimeter of a detention pond. A slope of 3:1 is required for 25 percent of the pond perimeter. We have enjoyed our involvement on this project and look forward to working with the City on ongoing and future projects. If you have any questions regarding any of these items,please let us know. Sincerely, BERRYMAN&HENIGAR L Andrew Law,P.E. RECEIVED OCT 2 6 1998 CITY OF ARLINGTON 9$ -- 3 ay -�- 1215 411 Avenue, Suite 1400 • Seattle, WA 98161 • (206)505-3400 • Fax (206)505-3406 An Equal Opportunity Employer AAHuleatt DeinaADRAINRV2 doc a i i i i - i � � � ii � � �{_ i. The Power to Change The Power to Build 0J, Ub ra ems Xhly H penal gas ► s'1r'[� 4' T October 23, 1998 Mr. David Anderson, Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 , Re: Huleatt Dental Building Drainage Plan Review Dear Dave: We have reviewed the second submittal of the drainage report and plans for the Huleatt Dental Building, prepared by Two Rivers Engineering for Cornerstone Architectural Group. We find that submitted materials are in general compliance with the City of Arlington's applicable ordinances, with the exception of the design of the detention pond. We are, therefore, transmitting the submitted documents to you for action and issuance of permits, under the assumption that the detention pond design will be altered and resubmitted. The detention pond design is sufficient except that vertical walls are not normally permitted for the entire perimeter of a detention pond. A slope of 3:1 is required for 25 percent of the pond perimeter. We have enjoyed our involvement on this project and look forward to working with the City on ongoing and future projects. If you have any questions regarding any of these items,please let us know. Sincerely, BERRYMAN& HENIGAR 01 Andrew Law, P.E. RECEIVED OCT 2 6 1998 CITY OF ARLINGTON ,?9 - 3agD, 1215 4"'Avenue, Suite 1400 0 Seattle, WA 98161 • (206)505-3400 • Fax (206) 505-3406 An Equal Opportunity Employer A:Wulealt DerrtaI�DRAINRV2.dcc h. L. 1 � nt c An` WC. RECEIVED August 31, 1998 SEP 0 3 1999 Mr. David W. Anderson CITY OF ARLINGTON Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Subject: Engineering Plan Review Huleatt Dental Clinic Dear Dave: I am forwarding two copies of this letter confirming our agreement, whereby the City of Arlington (CITY) requests that Berryman & Henigar (B&H) perform civil engineering plan review services on the above referenced project. B&H will conduct the review for conformance to the ordinances and requirements listed on the Jurisdictional Information Sheet, which we currently have on file. We will conduct an initial review of the plans (for grading and stormwater), and storm drainage calculations, plus up to two additional follow-up reviews. It is our understanding that the CITY will compensate B&H in the amount of$1,600.00, on a lump sum basis. It is agreed that B&H will be compensated for the review of system redesigns, submitted by the applicant after the initial review is underway, on an hourly basis, at current B&H billing rates. Please indicate your agreement by signing both copies of this letter, retaining one original for your files and returning the other to our office. Our receipt of the signed document shall constitute your authorization for B&H to perform the work. Initial review comments will be forwarded to the applicant within two weeks of work authorization. B&H in no way warrants or guarantees the accuracy of the applicant's (Huleatt Dental Office) design. We are looking forward to this opportunity to provide engineering services to the City. If you have any questions, please do not hesitate to call me at (206)� 05-3400. Sincerely, Berryman & Henigar AC EP ED: Michael A. Pawlak, P.E. City f Agton rin Vice President Civil Engineering Division - Seattle Date: q14 lq Huleatt Dental Office\File:A:\Huleatt Dental\AGMT0831.DOC 1215 411 Avenue, Suite 1400 • Seattle, WA 98161 • (206) 505-3400 0 Fax (206) 505-3406 An Equal Opportunity Employer CITY OF ARLINGTON Building Department October 21, 1998 Dr. Jeff Huleatt 17102 Jim Creek Road Arlington, WA 98223 RE: Plan review for permit# 98-3242 Dear Dr. Huleatt, The submitted drawings have been reviewed for compliance with the 1997 Edition of the Uniform Building Code and the current edition of the Arlington Unified Development Code. The following applicable code data corrections and/or additional requirements are necessary before the plan review can be completed. Four sets of drawings should be resubmitted for review before the permit can be issued. Attached are the letters dated 10/15/98 from ICBO and 09/28/98 from Berryman &Henigar address there respective plan review comments. These comments must be addressed and shown on the revised drawings. 1. A monitoring manhole is required on the sanitary sewer line. 2. Page C-5 calls for a 1"X 1"X 1"tee with valve and cap for irrigation system. The same symbol appears on the water line near the southeast corner of the dental building, however the note calls for 1" CTS C.L. 200 Hi Mol pipe with trace wire. Is this an irrigation tee? 3. The plans indicate a 1"water service line. The city will assume a 1"water meter is also required. 4. Page A2 general notes call for a Double Check Valve Assembly (DCVA) to be installed at the irrigation system. A DCVA is required at each separate tee off the water service line. They should be installed per City standard W-13 5. Provide an internal plumbing diagram and riser details for cross connection control requirements. 6. Provide a list of all fixtures and equipment that will be connected to hot and cold water. 7. Complete and return the cross-connection survey and industrial/commercial waste discharge permit application. H:word\dave\98\hu1eatt.1tr 238 N. Olympic Ave. • Arlington, WA 98223 - (360) 435-0724 • FAX (360) 435-3906 �r+ , � - _ ., �, Permit 98-3242 Dr. Jeff Huleatt October 21, 1998 Page 2 8. Is there a fire sprinkler system design for this building? 9. Replace the existing curb cut with full vertical curb in the section that will not be used for driveway approach. 10. The minimum slope on storm pipe shall not be less than 0.50%. 11. The control structure must be Type H 48"catch basin. 12. The cell divider for the detention pond should be an earth berm rather than of wood construction. 13. Parking lot slopes shall not be less than 1.00%to avoid ponding. 14. A plumbing plan showing the location of the compress gases should be submitted for review. All compressed gases shall require fire department approval prior to installation. Article 74 UFC If you have any questions please give me a call at 360 435-0724. Silic ely, id W. Anderson Building Official ti AZI;,��7 ar ! INC. f-{-�A�Bnt 'se bin` September 28, 1998 B&H P.C. #: 30100.00 PROJECT: Huleatt Dental Building Cornerstone Architectural Group Cornerstone Architectural Group 1904 3rd Avenue Seattle, WA 98101 Re: Huleatt Dental Building Drainage Plan Review To Applicant: The City of Arlington is utilizing Berryman&Henigar for grading,drainage and flood plan review services;it is B&H's goal to provide a quality review and minimize the impact of third party review on the applicant. Please note the items listed below so you will better understand our role in the City review process and avoid delay in processing plans through Berryman&Henigar. 1. Berryman & Henigar's review encompasses the grading, drainage and flood control portion of the City of Arlington's Stormwater Management Ordinance (16.10), Flood Plain Ordinance (16.28), Flooding Hazards Ordinance (16.24), and the Stormwater Management Manual for the Puget Sound Basin. 2. When addressing items on the correction list,please explain how the item was resolved in a response letter. Any new or revised information,which relates to the correction items,should be referenced. 3. Please resubmit all information to Berryman&Henigar for further review purposes. The number of corrected drawing sets should be in accordance with the City of Arlington submittal requirements. Once final approval is obtained, you will be notified by the City on the status of the permit application. If you have any questions regarding any of these items,please do not hesitate to contact Andy Law at(206)505-3400. Berryman&Henigar 1215 Fourth Avenue,Suite 1400 Seattle,WA 98161 (206)505-3400 (206)505-3406 cc: Dave Anderson-City of Arlington 1215 41h Avenue, Suite 1400 • Seattle, WA 98161 • (206) 505-3400 • Fax (206)505-3406 An Equal Opportunity Employer A:\Huleatt Dental\drain review 1.doc .. I I Letter to Cornerstone Architectural Group 9/28/98 Page 2 DRAINAGE REVIEW COMMENTS: First Review PROJECT: Huleatt Dental Building Cornerstone Architectural Group A review of the stormwater management materials submitted to date indicates that all of the stormwater management requirements are not yet satisfied. For the next submittal of stormwater management materials, the items listed below should be addressed. The stormwater management measures will then be reviewed again to determine whether all of the requirements are met. A. Per the Stormwater Management Manual for the Puget Sound Basin (Technical Manual), Small Parcel Minimum Requirements for erosion and sedimentation control and Minimum Requirements #2 through #11 shall be met, including the following: MR#1: Erosion and Sediment Control 1. Construction Access routes a. Add note stating "The entrance shall be maintained in a condition which will prevent tracking or flow of mud onto public right-of-way. All materials dropped, washed, or tracked from vehicles onto the roadway or into storm drains, must be removed at the end of the work day." 2. Stabilization of Denuded Areas a. Add Note: "From October 1 through April 30, no soils shall remain exposed (unstabilized) for more than 2 days. From May 1 to September 30, no soils shall remain exposed (unstabilized) for more than 7 days."Exposed soils shall be stabilized by suitable BMPs (e.g. mulching). 3. Protection of adjacent properties a. Include detail for silt fence showing 12-inch deep entrenchment. In addition, silt fence shall have steel posts and a rigid wire fence backing everywhere ponding occurs (this will be necessary unless a properly sized sedimentation pond is used). 4. Maintenance a. Add note to inspection Schedule Note 4 stating that erosion and sedimentation control BMPs will be inspected and maintained to ensure continued performance. Berryman & Henigar Letter to Cornerstone Architectural Group 9/28/98 Page 3 5. Other BMPs a. Catch-basin inlets shall be protected in accordance with the City of Arlington's stormwater ordinance. b. Provide outlet stabilization if and where concentrated flow is discharged through or over the silt fence silt. MR#2: Preservation of Natural Drainage Channels a. NA MR#3: Source Control a. Warning signs (e.g. "Dump No Waste—Drains to Stream") shall be embossed or painted on or adjacent to all storm drain inlets. MR#4: Runoff Treatment BMPs a. A SC type oil/water separator is required prior to discharge to the water quality treatment system. b. The proposed water quality treatment BMP is a wet pond, but is not shown or described. The required permanent pool volume is equal to the volume of the post-development 6- month, 24-hour storm runoff volume (based on a 1.15-inch storm). The drainage plan and details show no permanent pool of water. Calculate and give the volume of the six- month storm. Provide this volume for the permanent pool within the detention pond or upstream of the detention pond. MR#5: Downstream Erosion Control a. The design release rates for the 10 & 100 year storms are correct (note: no requirement for 25-year storm). However, the detention facility and discharge control structure must be designed to release the 2-year, 24-hour storm at 50 percent of the predevelopment 2- year runoff rate of 0.04 cfs. Thus, for the 2-year storm, the detention pond must release only 0.02 cfs. This will require more detention volume and a different outlet configuration. b. As per Section III-1-2 of the Technical Manual (Ecology, 1994), a correction factor must be applied to the design detention volume to account for inadequacies in the SBUH model. The additional volume required for this site is 20 percent. Thus, after design of the pond and outlet control is completed, the width and/or length of the pond are Berryman & Henigar Letter to Cornerstone Architectural Group 9/28/98 Page 4 increased (not depth or outlet controls) to obtain a 20 percent greater volume. However, the permanent pool volume does not have to be increased. c. Relocate the overflow spillway so that it discharges into the drainage ditch and not onto adjacent property. Otherwise,justify the spillway location. d. Ensure vehicular access to the pond and control structure for maintenance. MR#6: Wetlands a. No discharge to on-site wetlands exists. No discharge is proposed to wetlands. No stormwater ordinance requirements for this site. MR#7: Water Quality Sensitive Areas a. No requirements for this site. MR#8: Off-site Analysis and Mitigation a. Satisfied MR#9: Basin Planning a. NA MR#10: Operation and Maintenance a. The operation and maintenance schedule for the proposed stormwater facilities shall include identification of the party or parties responsible for operation and maintenance (i.e. the owners). b. An operations and maintenance agreement shall be signed and submitted for inclusion in the Project Notebook at a later date. A copy of the city's standard agreement is attached. c. Catch-basin sumps shall be cleaned when sediment depth is one-third the depth from the bottom of the lowest pipe to the bottom of the sump. d. Include the Ecology Technical Manual maintenance requirements (attached) with the project notebook. MR#11: Financial Liability a. This is to be provided as assessed by the City of Arlington. (To be added to Project Notebook prior to construction). Berryman & Henigar i Letter to Cornerstone Architectural Group 9/28/98 Page 5 B. Additional City of Arlington Stormwater Management Ordinance Requirements 1. In accordance with the City of Arlington Stormwater Management Ordinance No. 16.10.140, Design Criteria and Construction Plans, please provide: SUBMIT prior to beginning of construction: Construction Plans as per 16.10.140 Project Notebook Please ensure that the following items are included in the Project Notebook, which must be submitted complete prior to beginning construction: 1. Stormwater Runoff and Drainage System Calculations. 2. Storm Drainage Report Narrative (include, at the least, Minimum Requirements#2, 4, 5, 6, 7, 8, & 9). 3. Erosion and Sediment Control Plans(Minimum Requirement#1). 4. Grading and Drainage Plans. 5. Operation and Maintenance Plans for Erosion and Sediment Control (Minimum Requirement #1). 6. Operation and Maintenance Plans for Stormwater Management/Drainage System (Minimum Requirement#10). 7. Financial Liability Instruments for Erosion and Sediment Control Facilities and the Stormwater Management/Drainage System(Minimum Requirement#11). 8. Narrative concerning urban setting uses for development and applicable Source Control BMPs (if applicable) (Minimum Requirement#3). 9. Copy of the filed signed Maintenance Agreement(to be provided later). 10. Legal descriptions of any property containing permanent stormwater management facilities to be conveyed to a property owner association or the City. 11. Estimate of the construction cost of all permanent stormwater management facilities to be deeded to the City or which are subject to a recovery contract under Chapter 18.08 of the City Code. 12. Inspection and construction control schedule to be enforced by the applicant. The Project Notebook is simply a compilation of all required stormwater management submittals. Documents will be added to the project notebook as the project is carried out (e.g. the signed Operation and Maintenance Agreement). It will also be used to review the project history during future projects on-site or related to the site. The notebook may be a three-ring binder or similar item to which documents may be added or removed. Berryman & Henigar �. R �� CITY OF ARLINGTON EROSION/SEDIMENTATION CONTROL AND DRAINAGE FACILITY MAINTENANCE AGREEMENT Agreement No. (number) WHEREAS, the City of Arlington (CITY) has the power to regulate within the city limits of the CITY; and WHEREAS, the CITY has determined that new development of private property and expansion of or changes to existing uses on private property which result in impacts to the natural or existing drainage facilities must mitigate those impacts, and WHEREAS, the CITY has adopted ordinance, Chapter 16.10 STORMWATER MANAGEMENT, which describes the requirements for private development erosion / sedimentation control and drainage facilities, and WHEREAS, the CITY has followed the stormwater regulations set forth in the Stonnwater Management Manual for the Puget Sound Basin, developed by the Washington State Department of Ecology, and included the requirements of that document into the CITY'S stormwater management ordinance, Chapter 16.10, and WHEREAS, the CITY has determined that it is in the best interest of its residents and businesses to require that private erosion / sedimentation control and drainage facilities be maintained and kept in an operational condition, and WHEREAS, (name) (applicant/oivwei), hereinafter OWNER, desires to develop an/or expand the facilities at(location)as herein described: (description of development and use of facility), NOW, THEREFORE, both the City of Arlington and (name of applicant) mutually agree to the maintenance plan and schedule as provided for in this AGREEMENT and as described in the attached EXHIBIT"A". A. GENERAL. Erosion / Sedimentation Control and Stonnwater Management facilities shall be operated and maintained in accordance with the City of Arlington Stormwater Management Ordinance, Chapter 16.10; the Stonnwater Management Manual for the Puget Sound Basin as developed by the Washington State Department of Ecology; Arlington Unified Development Code; the provisions of this AGREEMENT: approved project plans; and, any other applicable City of Arlington, Snohomish County or State of Washington requirements. B. MAINTENANCE OF FACILITIES. (name of applicant/owner) (OWNER),or any other person or agent in control of the property shall, at OWNER'S expense, maintain in good condition and promptly repair and restore all graded surfaces, walls, drains, dams and structures, vegetation, erosion and sedimentation control measures and other protective devices in accordance with the provisions of this AGREEMENT and as outlined in Exhibit"A". C. INSPECTION / ACCESS BY CITY. The CITY shall have the right to access the property and erosion / sedimentation control and stonnwater management facilities at reasonable times for regular inspection purposes and for regular or special assessments to ensure that the facilities are maintained and in proper working conditio �to meet design requirements and any• )visions established in this AGREEMENT. D. CORRECTION OF NOTED MALFUNCTIONS. The OWNER shall, at OWNER'S expense, promptly correct facility malfunctions when notified by the CITY. After having given the OWNER written notice, and if the OWNER fails to correct the malfunctions within the time specified by the CITY in the notice; the CITY shall have the right to correct the malfunction of the facility and assess the OWNER the cost of all work. The CITY shall also have the right to assess the OWNER the cost of any Penalties which result from the malfunction and place a lien on the property. The lien may be placed on the tax bill and collected as ordinary taxes by the CITY. E. PERFORMANCE BOND. The shall post a performance bond t ensure the required operation and maintenance of the system. The performance bond shall be in the amount of (number) percent of the estimated value of the system (construction cost), and shall be posted on behalf of the CITY. F. TERM OF AGREEMENT. This AGREEMENT shall commence on the date shown below and shall remain in effect for the life of the installed systems, estimated to be (number) years. G. HEIRS AND SUCCESSORS. This AGREEMENT shall be binding upon and inure to the benefit of the heirs, executors, administrators, legal representatives , successors and assigns of any or all of the parties hereto. H. VENUE, APPLICABLE LAW AND PERSONAL JURISDICTION. In the event that either party deems it necessary to institute legal action or proceedings to enforce any right or obligation tinder this AGREEMENT, the parities hereto agree that any such action shall be initiated in the Superior Court of the State of Washington, situated in Snohomish County where the CITY is located. The parties hereto agree that all questions shall be resolved by the application of Washington law and that the parties to such action have the right of appeal from such decisions of the Superior Court in accordance with the laws of the State of Washington. I. COMPLETE AGREEMENT. This document and referenced attachments contains all covenants, Stipulations and provisions agreed upon by the parties. No agent, or representative of either party has authority to make, and the parties shall not be bound by or liable for, any statement, representation, promise or agreement not set forth herein. No changes, amendments, or modifications of the terms hereof shall be valid unless reduced to writing and signed by the parties as an amendment to this AGREEMENT. J. FILING. This AGREEMENT, including referenced attachments, shall be filed with the County Auditor, Snohomish County. This AGREEMENT is hereby agreed to and executed this day of(month), 19_ Agreed: Agreed: Mayor (rrarrae of applicant) City of Arlington Approved as to form: City Attorney City of Arlington i ii EXHIBIT "A" MAINTENANCE PLAN AND SCHEDULE (name of evelopement) Minimum Standards. The following are the minimum standards for the maintenance of private stormwater management facilities located within the city limits of the City of Arlington. The OWNER shall be responsible for the following minimum maintenance requirements, which will be performed at OWNER'S sole cost and expense: All facilities shall be inspected by the OWNER at least annually. All facilities shall be cleared of debris, sediment and vegetation when such items affect the function and/or design capacity of the facility. Grassy swales and biofilters shall be inspected monthly and mowed or replaced as necessary. Clipping shall be removed and disposed of properly. In cases where lack of maintenance or improper operation of facilities causes or contributes to a water quality problem, immediate action shall be taken to correct the problem. Buffers shall be maintained and protected, including erosion control, care of vegetation and removal of trash and obstructions. Additional Standards. The following additional maintenance standards shall be accomplished by the OWNER: (list additional standards or requirements which are applicable to the specific site or use) ,, :� ' I .� 1. AUTHORIZATION - This report was authorized by Cornerstone in July , 1998. 2. PURPOSE-This report has been prepared to comply with the City of Arlington storm drainage requirements for new development. This report describes the drainage system which meets City storm water runoff control and water quality treatment requirements. 3. PROJECT SITE-The project is located at the corner of 63rd Ave. N. E. and 192nd St. , Arlington ,WA. Sheet C 1 shows the present general site arrangement--Tfii'e`u`sable site is less than 1 acre in area. 4. EXISTING LAND USE-The site is undeveloped grass pasture.To the south of the site in the same parcel is a designated wetland. There is also a native growth protection setback of 25'. 5. PROPOSED DEVELOPMENT -The o property will be construction of a single story office structure and parking facilities. While there is an irregular shape the approximate building size is 50' x 65'. The parking area is approximately 80' x 60'. No encroachment of the wetland or setback is designed. 6. EXISTING STORM DRAINAGE SYSTEM -The site has no specific storm drainage system at this time. The land slopes to the south into the wetland and to the northwest into the drainage ditch which runs along Highway 9. The ditch flows to the north. r7. TOPOGRAPHY - Sheet C-1 shows spot elevations of the existing site. The site is generally flat with a small area sloping to the south and the remainder sloping to the northwest. ' 8. SOIL TYPE-The existing soils reported at the site by SCS Soils Conservation Maps is Norma Loam. The hydrologic group designation of this soil is type D. Groundwater was encountered at depths of 7-8.5' per the soil test logs provided.by DODDS Geosciences Inc. The subsurface soils were reported as peatty and weak. The site has been surcharged to allow for future settlement of the building. Preloading of the parking area will be conducted prior to construction. 8. DESIGN STORM -The project site is located at latitude N 48° 10'46", longitude W 122°7' 41".The design rainfall quantities for a 24 hour storm have been obtained from NOAA ATLAS 2, Volume IX. The rainfall for the 2 year storm is 1.8" and 100 year storm 3.8, Copies of the data are in Appendix_A 9. DESI.GN he system is designed as on on-site detention sy,4te,_m th efo �, (iooftop and paved areas are the 100 year storm)The perviouTeas are landscaped or natural areas-tlf6id6re they have been leftlo percolate into the soil. The water quality / treatment will be a wetpond at the head of the detention basin. j✓f G�L,d�°c(� A summary of design criteria regarding in areas"1tota`I s orm �o1uMe,s- d.detentio volumes are presented in Table 1, HuIeat�ental-Builiiiiig Iiiiprovements Design Criteria Summary ' Table 1- , Huleatt Dental Building Improvements 100 Year Design Criteria Summary ' 98-008 2 Two Rivers Engineering IV Criteria 10 Year Storm 25 Year Storm 100 Year Storm Release Rate, Predevelo ment cfs' 0.08 0.11 0.16 i 'Maxim 0.16 0.19 0.30 ased upon M anaIys1s 10. DESIGN CALCULATIONS -Drainage calculations were developed using the computer program WaterWorksTM by Engenious Systems, Inc. Appendix A includes the basin hydrographs for the 100 year storm as routed through the appropriate drainage systems. 11. PROPOSED DRAINAGE SYSTEM -The proposed drainage system is composed of two catch basins collecting runoff from the parking area and a piped system coWying I runoff to an open detention basin located in the northwest corner of the propeT199Tha of the detention facility is an open pond for water treatment. Discharge after detention is into the ditch along Highway 9. Table 2, Huleatt Dental Building Improvements 100 Year rainage System Performance VCR.. -> •`�P61Y f� G� {� Criteria 10 Year Storm 25 Year Storm 100 Year Storm I Peak Stage, ft. 131.17 131.41 131.69 Peak Storage, cf. 239 324 443 Maximum Discharge Rate, cfs 0.08 0.10 0.16 Release Rate, Predevelo ment cfs 1 0.08 1 0.11 1 0.16 ly 12 CONSTRUCTION SEQUENCING-The project shall be constructed according to City permit requirements. Phase 1, the application of the preload has already been placed. I A silt fence and construction entrance has already been constructed. It is suggested that l the treatment pond area be excavated for use as a temporary sediment trap during construction. Before placing the trap into service as a wetpond the area should be cleaned ( of all sediment. After the parking and drainage system is constructed the landscaping l shall be installed which should complete the final erosion control system. -b-6' J),eccr;be, 1 E 98-008 3 Two Rivers Engineering, 1. INSPECTION - The detention and collection systems will require y q pen die maintenance involving basin inaction and cleaning . Prior too traditional wet weathe the catch basins �� require in�ctYo5, nd'removal of grit and debris. The detention basin control structure requires nspect'_of-tfie system especially the overflow orifices t he embankment for cracks and settlemento insure their proper function.�rispect t . Inspect the system after major rainfall events to insure proper operation . 2. MAINTENANCE- The pavement areas should be swept several times per year to remove fine sediment which will wash into the drainage system when it rains. Sweeping should be scheduled to occur before the beginning of the fall season and after extended periods without rain. In other areas, accumulated debris should be removed before it enters the pipe system. II� Catch basins should be inspected semi annually and cleaned when the catch area is�,50�90 full or more. Local contractors can provide this service on a scheduled basis at minimal cost. All necessary repairs , cleaning etc. are to be done in a timely manner as to not cause damage to surrounding areas or structures. The longevity of the system is based upon the quality of construction and maintenance. Improper construction or maintenance can significantly reduce the system's useful life. 1 ' 98-006 2 Two Rivers Engineering � ^ '� _ - ___ __ __ __ ___- __- _ __ __ - _ __ __- _____ �L � �P STORMWATER iNAGEMENT MANUAL FOR THE PUGET UND BASIN Table III-2.10 Maintenance of Control Structures and Catchbasins bleintenan W ce Defect Conditions When Maintenance is Results txpecled hen 111ainlenance Component Needed is Performed 1. ControlSWcture/ Flow Restrictor- General Trash&Debris(includes Distance between debris buildup& All trash&debris removed. sediment) bottom of orifice is <I rh feet. Structural Damage Structure is not securely attached to Structure securely attached to wall& manhole well&outlet pipe structure outlet pipe. should support at least I000#of up or down pressure. Structure is not in upright position(up Structure in correct position. to 10% from plumb allowed). Connections to outlet pipe me not Connections to outlet pipe me watertight&show signs of rust. watertight;structure repairctl or rcpluced rind works as designed. Any holes-other dtnn designed Structure has no holes udter than holes- in structure. designed holes. Cleanout Gate Damaged or missing Cleanoul gale is not watertight or is Gale is watertight and works as missing. designed. Gate cannot be moved up&down by Gate moves up and down easily and one maintenance person. is watertight. Chain leading to gate is missing or Chain is in place&works as damaged. designed. Gale is rusted over 50% of its surface Gale is repaired or replaced to meet area. design atandnrds. Obstructions Trash,debris,sediment or vegetation Plate is free of all obstructions& blocking the plate. works as designed. Overflow Pipe Obstructions Trash or debris is blocking or Pipe is free of all obstructions& potentially blocking the overflow pipe. works as designed. Manhole See'Pipes/Tanks'standard,Section Sec'Pipes/l'nnks"standard,Section II[-d.6.1. III-4.6.1. 11.Catchbasina- Trash&Debris(includes Trash&debris 2 rfi ft.3 which is No trash or debris immediately in General sediment) located immediately in front of the front of die catciltnsin opening. cnlchbasin opening of is blocking capacity by >10%. 'mash or debris in the basin Wat No trash or debris in lie catchbasin. exceeds rh the depth from the bottom of basin to Ilse invert of die lowest pipe. Trash or debris in any inlet or pipe Inlet&outlet pipes free of trash or blocking more than Va of its height. debris. Dead animals or vegetation that could No dead animals or vegetation generate odors or dangerous gases present within lie catchbasin. (e.g.methane). III-2-67 FEBRUARY, 1992 �. _., ' y ti c STORMWATER 1-..,4AGEMENT MANUAL FOR THE PUGET SL. ND BASIN Maintenance Defect Condition+When Alainteuwicc is Results Expected Mlien Maintenance Component Needed is Perfoimcd Catchbasins- No condition present which would General,con't. alliacl or support the breeding of insects or rodents. Structural Damage to Fnunc Franca is even with curb. and/or Top Slab 'fop slab is free of holes&cracks. Ftautc is silting flush on lop slab Cracks in Basin Walls or Basin repaired or replaced to design Bottom standards. No crncks more limn r/4 ut.wide at die joint of iulct/outicl pipe. Setdcme it/misalig nine nt Basin replaced or repaired lu desi;:rt stand n rds. Fire Hazard No Damnable chemicals present Vegetation No vegetation blocking ripening to basin. No vegetation or rout grout!piescnt Pollution No pollution present other than sui lace film 68'F'Cidcrthan'A in.& longer than I ft.at the joint of any inlet or outlet pipe or any evidence of soil particles entering the catchbaiin through cracks. Basin has settled > 1 in.or has rotated > 2 in.out of alignment. Presence of chcmicats such m natural gas,oil and gasoline. Vegetation growing across& blocking >10%of the basin opening. III-2-68 FEBRUARY, 1992 � � Si 4. STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-4.4 Specific Maintenance Requirements for Detention Ponds Mainteasace Defect Conditions When Maintenance Results Expected When Component is Needed Maintenance is Performed I.Ponds- Trash and debris Any trvh or debris which exceeds 1 ft311000 ft'-(equal to Trash and debris cleared from General the volume of a standard size office garbage can). In site. general,there should be no evidence of dumping. Poisonous vegetation Any poisonous vegetation which may constitute a hazard No danger of poisonous to maintenance personnel or the public,e.g tansy,poison vegetation where maintenance oak,stinging nettles,devils club. personnel or the public might normally be. Coordinate with the local county health dept. Pollution 1 gallon or more of oil,gas or other contaminants or any No contaminants present other amount found that could: 1)cause damage to plant, than a surface film.Coordinate animal or marine life,2)constitute a fire hazard,3)be with the local county health dept. flushed downstream during storms or 4)contaminate ground water. Unmowed grasslground cover In residential areas,mowing is needed when the cover When mowing is needed,grass exceeds la inches in height. Otherwise,match facility or ground cover should be cover with adjacent ground cover and terrain as long as mowed down to 2 inches.A there is no decrease in facility function. dense grass cover must be maintained on slopes,and in dry ponds on the bottom as well. Rodent holes Any evidence of rodent holes if facility is acting as a dam Rodents destroyed and dam or or berm,or any evidence of water piping through dam or berm repaired Coordinate with berth via rodent holes. the local county health dept. Insects When insects such as wasps or hornets interfere with Insects destroyed or removed maintenance activities from site. Coordinate with people who remove wasps for anti-venom production. Tree growth Tree growth does not allow maintenance access or Trees do not hinder maintenance interferes with maintenance activity. If trees are not activities. Selectively cultivate interfering with access,leave trees alone trees such as alders for firewood. Side Slopes of Erosion Eroded damage >2 inches deep where cause of damage is Slopes should be stabilized with Pond still present or where there is potential for continued appropriate erosion control erosion. BMPs e.g.seeding,plastic covers,riprsp. Storage Area, Sediment Accumulated sediment that exceeds 10%of the designed Sediment cleaned out to designed Forebsy forebay depth,or every three years pond shape and depth;reseeded if necessary to control erosion. Pond Dices Settling Any part of dike which has settled 4 inches lower than the Dike should be built back to the design elevation. design elevation. Emergency Rock missing Only 1 layer of rock above native soil in an area 2t 5 ft'- Replace rock to design Overflow, or any exposure of native soil. standards. Spillway II.Debris Trash and debris Trash or debris that is plugging 220%of the openings in Barrier clear to receive capacity Barriers-General the barrier. flow. III-4-22 FEBRUARY, 1992 ;. « +. f` STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Maintenance Defect Conditions When Maintenance Results Expected When Component is Needed Maintenance is Performed V.Access Roads, Blocked roadway,continued Any obstructions restricting access to s 10- 12 foot width Obstruction moved to allow at Easements, for a distance of 2 12 feet or any point restricting access least a 12 foot access route. continued to a < 10 foot width. Settlement,potholes,mushy When any surface exceeds 6 inches in depth and 6 ft'in Road surface uniformly smooth spots.ruts area. In general,any surface defect which prevents or with no evidence of potholes. hinders maintenance access. settlement,mushy spots or ruts. Vegetation in surface Weeds growing in the road surface that are 2 6 inches Road surface free of weeds taller tall and < 6 inches apart within s 400 ft'area. than 2 inches. Erosion damage Erosion within 1 foot of the roadway 2 g inches wide& Shoulder free of erosion& 6 inches deep. matching the surrounding road Weeds and brush Weeds and brush exceed lg inches in height or hinder Weeds and brush cut to 2 inches maintenance access. in height or cleared in such a way as to allow maintenance access. III-4-24 FEBRUARY, 1992 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Maintraa°ce Defect Conditions When Maintenance Results Expected When Component is Needed Maintenance is Performed Metal Demagod/missing ban Ban are bent out of shape 2t 3 inches. Bars in place with no bend 3/4'. Ban or entire barrier is missing. Ban in place according to design. Bars are loose sod rust is causing 50%deterioration to Repair or replace barrier to any part of the barrier. standards. III. Fencing- General Missing or broken parts Any defect in the fence that permits easy entrance to the Parts in place to provide facility. adequate security. Parts broken or missing. Broken or missing parts replaced. Erosion Erosion 2t 4 inches deep and 12• 18 inches wide No opening under the fence 2 4 permitting an opening under the fence. inches in depth. Wire Fences Damaged parts Posts out of plumb more than 6 inches. Posts plumb within 11A inches. Top rails bent more than 6 inches. Top rail free of bends 2 1 inch Any part of fence(including posts,lop rails and fabric) 2 Fence is aligned and meets 1 foot out of design alignment. design standards Missing or loose teruion wire Tension wire in place&holding fabric. Missing or loose barbed wire sagging more than 21/; Barbed wire in place with < 3/4 inches between posts inch sag between posts Extension arm missing,broken or bent out of shape more Extension arm in place with no than I1A inches bends larger than 3/4 inch. Deteriorated paint or protective Part(s)that have a rusting or scaling condition which has Structurally adequate posts or coating affected structural adequacy. parts with a uniform protective coating. Openings in fabric Openings in fabric are such that an 8 inch diameter ball No openings in fence could fit through IV. Gates- General Damaged or missing members Missing gate or locking device. Gates and locking devices in place. Broken or missing hinges such that gate cannot be easily Hinges intact&lubed,gate opened and closed by maintenance personnel. working freely Gate is out of plumb 2 6 inches and 2 1 foot out of Gate is aligned&vertical. design alignment. Musing stretcher bar,stretcher bands and lies Stretcher bar,bands&ties in place. See'Fencing-standard,above See'Fencing'standard,above V.Access Roads, Easements- General Trash and debris Exceeds 1 ft3/1000 fts-or the amount that would fill a Trash&debris cleared from site standard size garbage can. Blocked roadway Debris which could damage vehicle tires. Roadway free of such debris. Obstructions which reduce clearance above road surface to Roadway overhead clear to 14 < 14 feet. feet high. III-4-23 FEBRUARY, 1992 International Conference of Building Officials CONFERENCE SERVICES OFFICE 2122-112th AVENUE, N.E., SUITE B-300 • BELLEVUE, WASHINGTON 98004 (425)451-9541 • fax(425)637-8939 BOARD OF DIRECTORS OFFICES OF JERRY J.BARBERA,P.E. CHAIRMAN October 15 1998 ALAN R OLSON,R.A.,C.B.O. , SENIOR MANAGER ASSISTANT DEVELOPMENT SERVICES DIRECTOR PHIL STAFF R.BRAZIL,P.E.,S.E. STAFF ENGINEER PHOENIX,ARIZONA Plan Review No.: 8048 ALAN CARR,P.E.,S.E. FIRST VICE-CHAIRMAN Project: Huleatt Dental Office STAFF ENGINEER DIRECTOR OF BUILDING AND HOUSING Address: 20710 77th Ave NE CHULA VISTA,CALIFORNIA KRAIG M.STEVENSON,C.B.O. 1994 Edition Uniform Building CodeTm STAFF ENGINEER SECOND VICE-CHAIRMAN DAN R.NICKLE,C.B.O. Type of Construction: V-N CODES ADMINISTRATOR Occupancy: B LAKEWOOD,COLORADO P Y IMMEDIATE PAST CHAIRMAN Stories: I THOMAS R.THOMPSON,C.B.O. Floor Area: 2,995 s.f. BUILDING OFFICIAL BROOMFIELD,COLORADO Valuation: $400,000 THOMAS C.ANDERSON Occupant Load: 37 BUILDING OFFICIAL HOPKINS,MINNESOTA Seismic Zone: 3 REBECCA BAKER,C.B.O. Wind Speed: 80 mph BUILDING DEPARTMENT DIRECTOR COUNTY OF JEFFERSON Wind Exposure: B GOLDEN,COLORADO FRED B.CULLUM BUILDING OFFICIAL David Anderson BURLINGAME,CALIFORNIA Building Official GARRY V.DAVIS,C.B.C.O. MANAGER OF PERMIT 238 N Olympic Avenue AND ZONING ADMINISTRATION OAKVILLE,ONTARIO,CANADA Arlington, WA 98223 ROGER R.EVANS,C.B.O. DIRECTOR OF BUILDING SERVICES AND LICENSING Dear Mr. Anderson: SALT LAKE CITY,UTAH FRED HERMAN CHIEF BUILDING OFFICIAL We have reviewed the plans and associated data for the project mentioned above to see PALO ALTO, RONALD L.ALTNIENO, CALIFORNIAIFORNIB.O. if it conforms to the Uniform Building Code as well as parts of the Uniform Mechanical DIRECTOR OF INSPECTIONS Code. We have not reviewed them for requirements of federal, or other state and local MAPLE GROVE,MINNESOTA regulatory agencies. In most cases, the designer should modify the plans and/or JOBUI DING PIERCE,C.B.O. specifications to satisfy these comments. In order to efficiently identify the project, the O,TES PLANXA LARRY O,TE C.B.O. designer should state the plan review number on all correspondence. BUILDING SAFETY DIRECTOR GLENDALE,ARIZONA Note: All code references in parentheses below are to the 1997 Uniform Building RAIMAR W.SCHULLER,C.B.O. BUILDING OFFICIAL Code (UBC), as amended by the State of Washington (WSBC), WAC 51-40, unless LAGUNA NIGUEL,CAL I FORNIA noted otherwise. RON K.WATTS,C.B.O. CHIEF OF BUILDING INSPECTIONS BUILDING SAFETY DIVISION ANCHORAGE,ALASKA NON-STRUCTURAL DONALD L.WOLFE,P.E. DEPUTY DIRECTOR OF PUBLIC WORKS COUNTY OF LOS ANGELES Site and General ALHAMBRA,CALIFORNIA PRESIDENT JON S.TRAW.P.E. 1. Access to mechanical room should be indicated on plans. www icbo org FAX NUMBERS Cedilication/Seminars (562)692-2845 Codes/Engineering (562)699-4522 Conference Services Offices: Customer Service (562)692-6031 6130 Stonerid e Mall Road,Suite 120 . Pleasanton,California 94588 . (925)734-3080 . fax(925)463-3295 Executive Services&ICC (562)699-8031 g ICBO ES,Inc. (562)695-4694 7998 Georgetown Road,Suite 900 . Indianapolis,Indiana 46268 . (317)879-1677 . fax(317)879-0966 Order Department (562)692-3853 2900 N.E.60th Street,Suite 206 . Gladstone,Missouri 64119 . (816)455-3330 • fax(816)454-8887 Plan Review (562)692- 2 Publications (562)699-979721 Y 9300 Joll ville Road,Suite 101 Austin,Texas 78759-7455 . (512)794-8700 . fax(512)343-9116 Administration (562)908-7172 2122-112th Avenue,N.E.,Suite B-300 . Bellevue,Washington 98004 . (425)451-9541 • fax(425)637-8939 � r" Plan Review No.: 8048 David Anderson, City of Arlington October 15, 1998 Page 2 2. Building area on cover sheet should include the mechanical room and the porch(which is considered useable space). This totals approximately 2995 square feet. 3. A list of deferred submittals should be provided on the plans and your approval is required. Deferred submittal list should include all parts of the design which have not been submitted at the time of application. Section 106.3.4.2 Occupancy 1. Designer should indicate if a medical gas system is to be installed. If so it should comply with Section 410. 2. In classifying the dental office as a B occupancy, it is assumed that there are no more than five patients that would be incapable of unassisted self-preservation. The designer should confirm that this assumption is correct. Construction 1. Building section 1/A4 should indicate fire blocking at 10' maximum on center. Section 708.2.1 2. Wall type two (bearing walls) on sheet A2 should be shown on the floor plan. 3. Detail 1/A7 should refer to UBC Standard 25-2. 4. Flame-spread of finish materials should be Class III (maximum). Table 8-B 5. The roofing assembly should be specified as a minimum class C. Table 15-A. 6. Attic access should be shown on the plans. Section 1505.1 7. Flashing detail at roof should indicate a minimum of 26 gauge. Flashing should be specified as galvanized (or otherwise corrosion resistant). Section 1509 8. Roof shingles should be installed per manufacturer's instructions and Table 15-B-1. 9. Plastic laminate wainscot should be shown to be suitable for use at water closets in accordance with Section 807.1.2. Evidence such as an ICBO Evaluation Services Report should be submitted. 10. Water-resistant gypsum board should be specified at the toilet rooms. Section 2512 11. The skylight glazing should be specified as fully tempered (or other permitted by Section 2409.2). Plan Review No.: 8048 David Anderson, City of Arlington October 15, 1998 Page 3 12. Detail of skylight installation should be provided to show installation per Section 2409.4 13. Plans(details) should clarify ventilation of concealed rafter space at skylights, since the ridge venting is not provided at the skylight. Also the eave or soffit venting on the east side of these rafters should be made clear. 14. Lateral support for partitions should be shown in sections 3 &4/A4. 15. Gypsum wallboard ceiling notes on A4 and A7 (GWB-1) should be made consistent. 16. Since there are likely to be more than four employees, separate facilities should be provided for each sex. Section 2902.3 Exiting 1. The designer should note on the plans that all exit doors must be openable from the inside with- out the use of a key or any special knowledge or effort. Section 1003.3.1.8 2. Battery backup should be provided for the exit signs. Section 1003.2.8.5 3. Exit illumination should be provided and it should have a backup power supply. Section 1003.2.9 4. Designer should show (in legend)the exit sign symbol. Exit signs should be added in the hall by door 9 and near exam room 17 directing occupants to door 5. 1997 Washington State Barrier-Free Regulations (WAC 51-40) 1. Accessible parking stalls shown on sheet C-2 do not agree with A-1. 2. The reception area counter height should be shown as 36" (maximum) above floor. Section 1106.24.2 3. Curbs, guardrails, or raised "bump"-type detectable warning surfaces should be provided where the accessible route of travel crosses or adjoins vehicular areas. Sections 1106.4.8 and 1106.17 4. Curb cut ramps should have detectable warnings complying with Section 1106.17. Section 1106.4.5.2 5. Door thresholds should be shown to comply with Section 1106.6. yi Plan Review No.: 8048 David Anderson, City of Arlington October 15, 1998 Page 4 6. Designer should clarify which doors, if any are provided with closers in order to verify maneuvering clearances. Section 1106.10.6 7. Doors 4, 10 & 5 should be provided with adequate clearance extending 18" beyond the strike jamb and 60" perpendicular to the doorway. Section 1106.10.6, item 1 8. Door 6 should be provided with adequate clearance extending 48" perpendicular to the doorway(there appears to be a piece of equipment blocking). Section 1106.10.6, item 3 9. Because of the side approach requirements for doors 9, 10 & 11, the hall width should be increased to 48". Section 1106.10.6 10. Toilet room 24 should have the required unobstructed floor space. At the scale of the drawing, it's not easy to determine, but it may not be adequate. Section 1106.11.2 1997 WA State Ventilation and Air Quality Code (WAC 51-13.) 1. The mechanical ventilation system should supply outside air in accordance with Section 304.1 and Table 3-4. 1997 Washington State Energy Code (WSEC, WAC 5 1-11) 1. Designer should complete and submit an envelope checklist for review. 2. The maximum SHGC for glazing should be provided on the envelope summary form. 3. Designer should complete an envelope SHGC form and submit for review. 4. Plans should indicate exterior door U factor. 5. Plans should indicate glazing U-factor and solar heat gain coefficient. STRUCTURAL Design Criteria 1. Designer should demonstrate that the total mechanical equipment load does not exceed the 40 psf floor load used in the design (calculation sheet 2). 2. The timber note on sheet S1 should refer to UBC Table 23-II-B-1 for the nailing schedule. Plan Review No.: 8048 David Anderson, City of Arlington October 15, 1998 Page 5 3. Evaluation report numbers should be shown on the plans for Simpson holdowns, framing clips, column bases, etc. and all necessary details of installation should be provided. (Note -ICBO evaluation reports can be viewed at our web site, www.icbo.org) 4. Expansion anchors shown in section A/S2 should be identified by the manufacturer and the manufacturer's ICBO report number should be shown on the plans and all details/information required by that report should be provided on the plans. 5. Timber notes should include the following: 1) species and grade for posts (4x's and 6x's). 2) species and grade for plates. Vertical Design 1. TJI design calculation should use 15 psf dead load shown in load summary on calculation sheet 2. 2. The support of the overframing members on calculation sheet 8 should be clarified. Unless they bear on the girder trusses, it appears the 16' span will be exceeded. 3. The mechanical platform joists on calculation sheet I 1 should also include point loads such as wall weight at the end of the cantilever. 4. Location of 2 x 4 bearing wall construction depicted on calculation sheet 6 should be clearly identified on the plans. 5. Connection detail(s) should be provided for the 6x8 beam. Lateral 1. Seismic design and details should be provided for the mechanical equipment anchorages. Section 1632 2. Resistance to wind uplift forces should be provided at areas of discontinuity such as corners and eaves. Pressures should be applied for a distance of 10 ft. or .1 x the least width of the structure. This includes horizontal loads on studs, too. Section 1622 3. Redundancy factor for North-South direction was not calculated. Based on the shear wall at line four, Rm,,. is approximately 0.49 and the redundancy factor, rho, is approximately 1.31. This is still less than the total North-South wind shear, but it does affect certain elements of the lateral force system as noted below. 4. Toenailing is not allowed for transfer of seismic forces in excess of 150 lbs per ft (this was an errata to the first printing of the 1997 UBC). For the reason noted above, seismic load on the Plan Review No.: 8048 David Anderson, City of Arlington October 15, 1998 Page 6 shear wall at line four exceeds this amount(estimated 269 lbs/ft) and it should be specified as a type B shear wall (or the toenailing should be eliminated for shear wall type A). Section 2318.3.1 5. A complete design should be provided for the lateral load resisting system. It should show, by a rational method, a complete load path capable of transferring all loads and forces from their point of origin to the load resisting elements. The following are examples. 6. Design of the collectors and their connections along lines 3 &4 should be provided and all necessary details should be shown on the plans. Section 2315.5.2 7. Section C should clarify if a truss is acting as a collector and, if so, the collector loads should be provided for the truss manufacturer. Or describe the load path from the diaphragm to the top plate of the shear wall. 8. In Section G/S2, describe the load path from the 2x8 blocking to the top plate of the shear wall. Similarly the load path should be described for Section E/S2. 9. Design should be provided for typical shear wall anchors as well as anchorage of holdowns. If special inspection values are used for anchors, this should be noted on plans. Section 1923 10. Design of expansion anchor shown in section A/S2 should be provided. The type of anchor specified should be tested to current seismic acceptance criteria. The embedment should be shown and if loading requires the use of special inspection, this should be clearly stated on the plans. Foundation 1. Design calculations for foundations should be furnished. 2. Minimum anchor bolt embedment shown in shear wall schedule should be 7 inches. Section 1806.6 3. 2" x 2" x 3/16" plate washers are required on all sill plate bolts. Section 1806.6.1, item 2 4. The concrete notes refer to 6 " walls, but it's not clear on the drawings where (or if) it applies to this building. Our headquarters accounting department in Whittier, California will send you an invoice for this plan reviewing service based on a valuation of$400,000. I am retaining all data and plans in anticipation that I will be doing the recheck. Please instruct the designer to REVISE THE PLANS and specifications, and RESUBMIT them with a letter that Plan Review No.: 8048 David Anderson, City of Arlington October 15, 1998 Page 7 indicates on which sheet or detail the corrections may be found. Please feel free to contact us if there are any questions. Sincerely, Alan Carr, P.E., S.E. Staff Engineer Seattle Conference Services /pw L A 1 INTERNATI"?VAL CONFERENCE OF BUI'DING OFFICIALS 2122112th Ave., N.E., Suite B-3, Bellevue, Washington 98004 PLAN REVIEW APPLICATION Please provide plan review services in accordance with the following information: JURISDICTION INFORMA77ON 1. Name of Jurisdiction: ARLINGTON. CITY OF 2. Code Officials Name: David Anderson 3. Code Official Title: BuildingQ ffid it Alternate Contact Person: Mike nrams Phone:(360 ) 435-0724 Fax. (360) 435-3906 4. Address: 238 N 01yMpic Ave. City: Arlington State: WA Zip: 98223 PROJECT IAWORMA77ON he--2,nAal 1. Name of Project: 2. Physical Address: 6202!0 2 lqUE ME Please review plans under the following edition of the Uniform Building Code.- ( )- 1991 Edition ( ✓) Structural Only 7( ) 4 94-Edition ( Non-Structural Only ( ) Sprinkler ( ) Fire Alarm 3. Please also review plans for compliance with the following codes: U.M.C.( ) * U.P.C.®( ) * N.E.C.( ) Edition Edition �--f Edition * Other( ) * At Additional Cost Specify 4. Enclosed are: ( ') 1 copy structural calculations ( ) 2 sets of plans (�1 copy energy calculations ( ) 1 co pecaficatns ( ) 1 copy soil report (✓�1 set 5. Seismic Zone No: 3 6. Basic Wind SpeeM- SO 7. Wind Exposure: B 8. Frost Line: 1 s_- 9. Ground/Roof Snow Load: (Specify one or both) 10. Submitted Valuation: ortant) Comments: % Code Official's Signature Date: ARCHTTECT/ENGINEE A TION (Optional 1. Company: 2. Contact Person: 3. Address: City: ST: Zip: 4. Phone: ( ) Fax: ( ) 5. Copy of review comments to contact person: yes no REV 01/96 . �A� �, C17"Y OF Alt f',^^~`° �`—Tp 0F �0y��VN!TYQ� 23Q Olympic, Ar/ington, VVA 5 161223 DATE Fnnmeerin� [] P�aon�"r Phwne |2 06,) 435'072 4 FAK (2O6) 43� 31�O6 TO VVE ARE SENDING YOU hod O Under separate cover via thefollowing items: � O Shop drawings O Prints O Plans O Samples O Specifications O Copy ofletter O Change order O COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: O For approval O Approved ausubmitted O Resubmit-------_copiouforapprovu| O For your use O Approved asnoted O Submit—copies for distribution O As requested O Returned for corrections O Rotum—-------correctedprints > or review and comment O O FORBIDS DUE 19 ----_--_ O PRINTS RETURNED AFTER LOAN T0US REMARKS � COPY TO - RECYCLED PAPER: o""* m � �" .^o�p 'o�"�"�",^,o�p" .o""°"m°, SIGNED: ff enclosures are not oo noted,kindly notify uaatonce. | I I J _ _ M �O ��o�� Y w O �. 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